Loading...
HomeMy WebLinkAboutPermit D06-414 - Charter Homes - Lot 4CHARTER HOMES LOT 4 13017 38 LN S D06 -414 Parcel No.: 7340600806 Address: 13017 38 LN S TUKW Suite No: Tenant: Name: CHARTER HOMES • LOT 4 Address: 13017 38 LN S , TUKWILA WA Cityf Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.cf.tukwila.wa.us Owner: Name: CHARTER HOMES INC Address: 801 UNION ST, SUITE 5100 , SEATTLE WA 98101 Phone: Contact Person: Name: KEVIN HAUL Address: 601 UNION ST, STE 5100 , SEATTLE WA 98101 Phone: 206947 -2205 Contractor: Name: CHARTER HOMES INC Address: 4616 25 AV NE #598 , SEATTLE WA 98105 Phone: Contractor License No: CHARTHI962KF DEVELOPMENT PERMIT * *continued on next page** Permit Number: D06 -414 Issue Date: 04 /20/2007 Permit Expires On: 10/17/2007 Expiration Date: 05/06/2008 DESCRIPTION OF WORK: CONSTRUCTION OF NEW 3016 SF SFR WITH 463 SF ATTACHED GARAGE (REFERENCE PW04 -093) PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, AND DRIVEWAY ACCESS. WATER DIET. 125 & VAL -VUE SEWER DIET. Value of Construction: $292,001.41 Fees Collected: $5,760.69 Type of Fire Protection: NONE International Building Code Edition: 2003 Type of Construction: VB Occupancy per MC: 22 doe: IBC-10 /06 D06-414 Printed: 04 -20 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y City oTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: 7 Volumes: Cut 50 c.y. Fill 50 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signature: 1 II 1 ,M.. 4.: A L Al.. I .L Date: 0 I I hereby certify that I have read and : permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complie. th, • - S =r specified herein or not. The granting of this pe 't does t presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the p ormanc f w k. I am authorized to sign and obtain this development permit. Signature: l Date: y/40/ 7 Permit Number: D06 -414 Issue Date: 04/20 /2007 Permit Expires On: 10/17/2007 Print Name: 6/ This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC-10 /06 106.414 Printed: 04-20 -2007 Parcel No.: 7340600806 Address: Suite No: Tenant: doc: Cond - 10/06 1301738LNSTURW 1: ** *BUILDING DEPARTMENT CONDmONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206-431 -3665 Web site: http: / /www.ci.tukwila.wa.us CHARTER HOMES - LOT 4 PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D06 -414 ISSUED 11/03/2006 04/20 /2007 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. T: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: Except for d -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 15: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. D06 -414 Printed: 04 -20 -2007 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206431 -3670). 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: ** *FIRE DEPARTMENT CONDMONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: httn: //www.ct.tukwila.wa.us 20: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 21: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 22: Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) 23: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.8 inch (12.7mm). (IFC 505.1) 24: For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 180 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 25: The minimum fire flow and flow duration requirements for one - and two-family dwellings having a fire area which does not exceed 3,800 square feet (344.8 m2) shall be 1,000 gallons per minute (3785.4 L/min.). Fire flow and flow duration for dwellings having a fire area in excess of 3,600 square feet (344.8 m2) shall not be less than that specified in Table A- III -A -1. Exception A reduction in required fire flow of 80 percent, as approved by the chief, is allowed when the building is provided with an approved automatic sprinkler system. «PC Appendix B103.1) 26: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 608.1) 27: Fire hydrants shall conform to American Water Works Association specifications C-502 -54; it shall be compression type, equipped with two 2 -1/2" N.S.T. hose ports and one 8" Storz pumper discharge port, and shall have a 1 -1/4" Pentagon open -lift operating nut. (City Ordinance #2082) 28: Maximum grade for all projects is 18 %. 29: Adequate ground ladder access to rescue windows shall be provided. 30: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 31: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 32: These plans were reviewed by Inspector 814. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)678 -4407. doc: Cond - /06 D06-414 Printed: 04 -20 -2007 33: ** *PLANNING DIVISION CONDITIONS*** 35: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** doe: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 34: Prior to final approval the landscaping must be installed on each individual lot. Please refer to the landscaping plan that was approved as part of L03 -047. Occupancy for the homes will not be granted until the landscaping is installed. 36: Contractor shall notify Public Works Project Inspector Mr. Greg Villanueva at (206)433-0179 of commencement and completion of work at least 24 hours in advance. 37: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. 38: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 39: Any material spilled onto any street shall be cleaned up immediately. 40: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 41: The Land Altering Permit Fee is based upon an estimated 80 cubic yards of cut and 50 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 42: From October 1 through April 30, cover any slopes and stockpiles that are 311:1 V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 43: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. * *continued on next page ** D06-414 Printed: 04 -20 -2007 Print Name: d / N doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: httnr / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Date: y4�/ D06 Printed: 04 -20 -2007 Site Address: Tenant Name: Property Owners Name: CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htto://www.ci.tukwilawaus Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted hrough the mail or by fax. **Please Print"* Li) 0L ?i (.41 King Co Assessor's Tax No '7 311;6 O - 6) O 3 Suite Number: Floor: New Tenant: ❑ Yes .. No 11A C l rkt$4.ES t N ( 7 Mailing Address: (o t' l U t.S t Ots. ST Sv .Xtt f C) S - N) x u. R- C(Cy' t r City State Zip Name:_ 1.‹. Day Telephone: (2.-0 19) CI y Mailing Address: t('O\ tAN te3mJ \) s51Ain SI . \R3(k q'l DI Zip City State E -Mail Address: C.. GAtlltr} S (VAC: . Fax Number: ( / W__0 Z " 2-- GENE CONTRACTO1t INFORMATI (Contractor Informat t Mech (pg 4) for Plumbing and Gas Piping (pg 5) Company Name: A N C- Company Name: Mailing Address: Contact Person: E -Mail Address: Contact Person: E -Mail Address: Q- \Anpiicanons\Forms- Applicati On Lo,,U -2006 • Pern, Revised 4_2006 ich Application doe Mailing Address: (on l kA),' t ONJ .) SkAtTh St 00 cc, CINTIA. cl iCI p 1 City State Zip Day Telephone: 2 r n ) C 4. - ZZC` Contact Person:- fc "J ( NS Kf AU E -Mail Address:_ khcx_:_._l �4 %i.vk Fax Number: (7-0lp . ).2,2..-2._— [1 Contractor Registration Number: C-H tnZK -'F Expiration Date: IOLC12 -00ej ARCHITECT OF RECORD All plans must be amped by Architect of Record Cary Day Telephone: Fax Number: State Zip EN TlY puns must tie stamped Eby Engineer of Record. ` Company Name: Mailing Address: City Day Telephone: Fax Number: State Zip Page I ore qua out w IXB ding e Proyld�{1,+p� f A irl re ,Tagee1QW�� ,.�;s:;�?.t -� ...o-. }(� d�YAk.. _ w+-w to .�'zfi ACv. � %� J. / i�Y ✓. v.v /+A � . "'f'Q.k"l bMT' .. AFk9 s rc M! t F 6?+ stln_ e nterl "�. � �Remodel x �1tXdltlo11 to f r $xlstln � g Structure ° �: d f ' bn s � r�''"z � � Te r } �$ x^ ti n b s � p � pe rm O � x � � � 'v. cY��r ' 1 -q - /tsy Basement g= . Ac> ss'ry.Struetuiek', N`F Att +ease _ ` 4/43 9 e. . I]! Covered',Deck Uncovered Dock Valuation of Project (contractor's bid price): $ Existing Building Valuation: S Scope of Work (please provide detailed information): S A, /_vicia. r L P‘ c, A . Sit PIA ov -oIts Will there be new rack storage? ❑..Yes (If yes, a separate permit and plan submittal will be required) PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 6S79 Floor area of principal dwelling: /B /S Floor area for accessory dwelling: 'Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ .... Yes (.No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: p, � 0.. Sprinklers 0-Automatic Fire Alarm tftstIone ❑ _Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑.. Yes 0.. No 1f "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Way Data Sheets. rruc SYSTEM: On -site Septic System - For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q pakaiumlramc- appliaaaas on Liao-toot - ?nit Apptiaaon.da Wviw& 42006 bb Page 2 of 6 Scope of Work (please provide detailed information): a 5;s/cc t 1,79 m / e 'r �leastr ref6Y"fo 1'ul%li Bdlletui #f,t Water Di t �/ ukwila �9'•- •Water District #125 W.Water Availability Provided amscfltact ...Tukwila ValVue ❑ .. Kenton ❑ .. Seattle ❑ ...Sewer Use Certificate ...Sewer Availability Provided ❑ .. Approved Septic Plans Provided ub itted with Application (mark boxes which ammlv): W.Civil Plans (Maximum Paper Size —22" x 34 ") .Technical Information Report (Storm Drainag ❑ ...Bond ❑ .. Insurance Easement(s) r co Dosed Activities (mark boxes that amity): Li ..Rightof -way Use - Nonprofit for less than 72 hours ❑ ghtof -way Use - No Disturbance ...Construction/Excavation/Fill - Right-of-way Non Right-of-way Total Cut cubic yards Sri .Total Fill _7 cubic yards q. Life) / Side Sewe ❑ ...Cap or Remove Utilities ❑...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water 4 k'� • 1) 'a,. I . ) t. ..Permanent Water I1Mteter Size... ❑ ...Temporary Water Meter Size .. " ❑ . „Water Only Meter Size ❑...Sewer Main Extension Public _ Private ❑...Water Main Extension Public Private FINANCE INFORMATION Fire Line Size at Property Line ❑...Water ❑...Sewer Monthly Service Billing tn. Name: Mailing Address: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Water Meter RefundBilling• Name: Mailing Address: Day Telephone: city State Zip Day Telephone: City State Zip QMpplicwp wP mn- Appliatiau On tineU -2006 • Pamir Applleedon.doc Rewind: 42006 bh ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line S£# ` K) oy- 09 Call before you Dig: 1- 800 - 424 -5555 ❑ .. Highline ❑ .. Renton t eGeotechnical Report 0„ Traffic Impact Analysis Maintenance Agreement(s) Hold Harmless — (SAO) ❑...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ „Work in Flood Zone ' . Storm Drainage ❑ .. Grease Interceptor ❑ .. Channelization QC Trench Excavation . Uti lity Undergrounding ❑ ...Deduct Water Meter Size Pogo 3 of 6 Fumace<IOOK BTU / 6 ltl .e31�•F";:'•X�. ' + ... Ai Handling Unit >10,000 ® 'I TtjS - .- Fire Damper .XOL u • 1 , 'j l .. 0. H P /10 BTU Fumace>100K BTU. Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace • Ventilation Fan Connected to Single Duct Thermostat / 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30-50 HP /1,750,000 BTU Appliance Vent Hood and Duct / Water Heater / 50+ HP/1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System ,Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator— Comm/Ind Other Mechanical Equipment MECHANICAL CONTRACTOR INFORMATION Company Name: $OS S I•3 GDNSlle- JCC ot4 Mailing Address: Lfl'?' NE 1 viv 'VL AGEakvso le'a tcict bST> a GI 5704 city sM. Zip r Contact Person: ¶flt V- . C , A t-S ` -�� t Day Telephone: (4 gg ^ C 13�I ' -S &Mail Address: dots jc uu?LK GSaci idgghl gyOMFaxNumber: OA Sigel - (4:O3C'1 Contractor Registration Nuuinber: 'Bf1B .4 i.S tg*n -t e, Expiration Date: P5 /!>2 /2.001 a Valuation of Project (contractor's bid price): $ 'S b , Q Scope of Work (please provide detailed information): P,r✓ /,N — /A/ St % / /7 at Residential: New ...ist Replacement .... ❑ Commercial: New .... ❑ Replacement .... ❑ Fuel Type: Electric ❑ Oas....$ Other: Indicate type of mechanical work being installed and the quantity below: Q: W vLOaumuwomu•MdK . uov a, umu.mos - Pamir Appaaamgoe Revised #2006 to Page 4 of 6 thliitlieriliiinTW, Bathtub or combination bath/shower 1 ilxtu IL 'i'pe ...r `: Drinking fountain or water cooler (per head) Wash fountain xtureoT3`p ,; ,a.: Gas piping outlets -? J Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic / Floor drain Sinks S Dental unit, cuspidor Shower, single head trap / Urinals Dishwasher, domestic, with independent drain / Lavatory Water Closet F- Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Repair or alteration of water piping and/or water treating equipment • Repair or alteration of drainage or vent piping Medical gas piping system serving one to five inlets/outlets for specific gas Additional medical gas inlets/outlets — six or more PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: 1: `PW M{j Mailing Address. $S t VE:i G CUMVt ttJb 1R-ta • - Et4Uf4aMJ WPt RgO22- ,A. � state j Tip Day Telephone: (2 te0) g2-R— c 4f Fax Number: NIPO SW- -e 1313 Expiration Date: Contact Person: 12 PNSVe r'Sf)t. E-Mail Address: N / Pr Contractor Registration Number: P,E 12._"PT Q4642 City Valuation of Project (contractor's bid price): S 26 yD Scope of Work (please provide detailed information): 1?ar.6/!- /.' -4Iv5 7j Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Q.Appliutiom@onns- AppliuUmn On linty -2006. Pe n i( Appliestion.doc Revised: 42006 Page 5 of 6 Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. $uildina and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 1053.2 International Building Code (current edition). BUILDING OWNER Signature: Print Name: 01 able 0:411 Rermii• Pl unhinv Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. I Date Application Accepted: 4L)L ittc92icie Q WplinWp.Weurts.Appliaeon On rinA3-4006 - Permit Appiieuioq.dee Ravin& 44006 bb Date: ///7010 Day Telephone: 20(0 '9'17 ne S Mailing Address: 1p0I ( 14.a04/ .4-rf wiry Slop ,f ` *T2f 9seY / State Zip City Date Application Expires: V / 1 l/'f Staff Initials , Page 6 of 6 Parcel No.: Address: Suite No: Applicant: Receipt No.: R07 -00852 Initials: SR User ID: 1670 Payee: ACCOUNT ITEM LIST: Description 7340600806 1301738LNSTUBW City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: //www.cttukwila.wa.us CHARTER HOMES - LOT 4 MICHAEL HAROLD CLAUSEN TRANSACTION LIST: Type Method Description Payment Check BUILDING INVESTIGATION Account Code 000/322.800 RECEIPT Permit Number: D06 - 414 Status: ISSUED Applied Date: 11/03/2006 Issue Date: 04/20 /2007 Payment Amount: $58.00 Payment Date: OS/16/2007 09:51 AM Balance: $0.00 Amount 58.00 Current Pmts 58.00 Total: $58.00 8255 05/16 9716 TOTAL 58.00 doe: Receiot -06 Printed: 05-16-2007 RECEIPT NO: R07 -00634 Initials: JEM Payment Date: 04/20/2007 User ID: 1165 Payee: CHARTER HOMES, INC. SET ID: 0420 SET NAME: CHARTER HOMES SET TRANSACTIONS: Set Member Amount D06 -411 3,735.34 D06 -413 4,144.80 ",p06 -414 - 4,089.28 M06 -243 175.56 M06 -245 184.78 M06 -246 184.78 PG06 -204 352.00 PG06 -206 352.00 PG06 -207 352.00 TOTAL: 13,570.54 TRANSACTION LIST: Type Method Description Payment Check 8791 ACCOUNT ITEM LIST: Description City of Tukwila Department of Community Development 6300 Southeenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206-431 -3665 Web site: hap. //www.ci.tukwila.wa.us BUILDING - RES GAS - RES MECHANICAL - RES PLAN CHECK - RES PLUMBING - RES PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE SET RECEIPT TOTAL: 000/322.100 000/322.100 000/322.100 000/345.830 000/322.100 000/322.100 000/342.400 000/342.400 Total Payment: 13,870.84 Amount 13,570.54 13,570.54 Account Code Current Pmts 7,415.78 264.00 545.12 15.00 777.00 750.00 70.50 339.00 7333 04/20 9716 TOTAL 13570.54 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206-431 -3665 Web site: http: /fwww.ci.tukwila.wa.us PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES 000/345.830 339.00 000/386.904 13.50 104.367.120 3,041.64 TOTAL: 13,570.54 7333 04/20 9716 TOTAL 13570.54 Doc: RECSEIS -08 RECEIPT NO: R06 -01764 Initials: JEM User ID: 1165 Payee: CHARTER HOMES, INC. SET TRANSACTIONS: Set Member Amount D06 -411 D06 -412 D06 -413 M06 -243 M06 -244 M06 -245 M06 -246 PG06 -204 PG06 -205 PG06 -206 P006 -207 TOTAL: ACCOUNT ITEM LIST: Description PLAN CHECK - RES Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax 206-431 -3665 Web site: http: //www.cLtukwila.wa.us SET ID: 1103 SET NAME: CHARTER HOMES, INC. 1,441.35 1,441.35 1,707.50 1,671.41 36.39 36.39 38.70 38.70 74.00 74.00 74.00 74.00 1,441.35 TRANSACTION LIST: Type Method Description Amount Payment Check 7986 SET RECEIPT TOTAL: 6,707.79 8,707.79 Account Code Current Pmts 000/345.830 6,707.79 TOTAL: 8,707.79 Payment Date: 11/03/2008 Total Payment: 8,707.79 1423 11/03 9710 TOTAL 3707.79 P Pro i /ier rn0 5 Type of In /�t/ Address: DO/Z -- 28 / S Date ailed: Special Instructions: Date Wanted: 7 / - ® s - - a:ni. • - P 7 ar: Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSP:' ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION F- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - 3670 u (Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: /# v4/ I nspe •r. Dat . ": 5 00 RE SPECTION FE REQUIRED. Prio o inspection. fee must be aid at 6300 Southcenter BI Suite 100. 11 the schedule reinspection. (Receipt No.: 'Date: Pr cr. tmvkr 1� „N■e, 1p l l Ty f Inspectio /4 914 nh A ress: p 1�f)fl V 1-4A. S Date Called: Spec Instructions: Date Wanted: a.m. p.m. Requester: Phone No: INSPERION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. COMMENTS: Inspector 1 [Date: ' '9J �l 0 $58.00 R INSPE ION FEE R UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: Date: Project: (' 11A -IP Horn4 S Type of Inspection: F (kJ AL Address: I --2 .) O11 S8L Date Called: Special Instructions: Date Wanted: Io .m. Requester: Phone No: 0 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ocGLoy PERMIT NO. (206)431 -3670 In Corrections required prior to approval. COMMENTS: (2../ pZ'9.1/4/rv6 r- i .vr / - Ny e F4 Ij %welt /, E o ÷r y, / Dat /5'4 t / $58.00 REINSPECTION FE' REQUIRED. P or o inspection, fee must be paid at 6300 Southcenter : vd., Suite 101. Cat the schedule reinspection. (Receipt No.: 'Date: • :.:. Z INSPECTION RECORD Retain a copy with permit I u INSPECTION NO. PERMIT NO. CITY OF TUKWILA_BUILDING DIVISION f- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project ff Type of I sp L v1 Z I C I1A c-IPyr 4�b>"� S I Address: s: a (Date Called: Special Instructions: Dater J O Kequei[er: Phone No: 7C-J�' Z. Ll S 6, `{�(I Approved per applicable codes. Corrections required prior to approval. COMMENTS: I {nspec r: i 58 REINSPECTION !pail3 at 6300 Southcenter Receipt No.: k E REQUIRED. Pri to inspection, fee must be Blvd., Suite 100. ll the schedule reinspection. Date: 3[- u-!_a, aM:v,Csrh�i�.rrr_...c�a..rxv' Project:: / Type of Inspection: /J Address: 3 0 A 2B t Date Called: J Sp Instructions: Date Wanted: /0 - 3 -07- Requester: Phone No: 2b6 - Z.7/ -44/S(0 INSPECt ION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit , PERMIT NO. (206)431 -3670 Corrections required prior to approval. gOMMENTS: Da Inspect Itp 3 - : Amy, t ' $58. REINSPECTION REQUIRE ,Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 160. Call the schedule reinspection. Re ipt No.: (Date: - Its ( 7 P r o / ss 4 / � T y p e _ AI s • Address: /30 7 3 aA) S Date Called: Special Instructions: Date Wanted: /o- 3—D -- Requester: Phone - Z 7/— CJf G INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Ei Corrections required prior to approval. C OMMENTS: Date: �--� y / � / ��c� /© - 3 — V / .00 REINSPECTION B REQUIRED. P or o inspection, fee must be paid at 6300 Southcenter BBBBlvd., Suite 10 . Call the schedule reinspection. Receipt No.: INSPECTION RECORD Retain a copy with permit (Date: PERMIT NO. (206)431 -3670 Project: Tl% t ''r / /nenf S Lc7W v' Type of Inspection: ,7 /3 Address: /;;O /7 39CN_S Date Called: Special Instructions: Date Wanted: (a.tfi: �p c - 3 �' Requester: /JIG F Phone No: o2o & — z) / 6 9/9i - 5 p Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: nspecto) Da REINSPE ON FEE R ' UIRED. ` ' or o inspection. fee must be ai • . t 6300 Southcenter Blvd.. cite 11 I. Call the schedule reinspection. Rec -'.t No.: 'Date: El Corrections required prior to approval. 7;06 — yie/ PE (206) 1 -36 Proje t: e 4 /` Typ g�ff �;nsp ion: G�/�� «�"v` A 700 Date Called: 1 - 1/ 21i) f Special Instructions: Date Wanted: 7—.27 0 c. P.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3o7 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: 9g 64 $56.00 REINSP ON FEE REQUIRED. Prior o inspection, fee must be paid at 6300 S uthcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: /'AEI /,.i //0.77cS 4-,V Type of e on: Ai fig /7 N_, /✓O/7.3UL, - t) Date Called: Special Instructions: Date Wanted: 7 7 - z/ -07 Cam: p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 a pproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: f ca/te l inspecto a. I Date:7 n CJ7 ❑58 .00 REINS ON FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: • (206)431 -3 Pro ect: / /��7rc' IL /Onif 49f T o Insp : / �,�n„z /3 s� / 7 39`N 5 Date Called: Special Instructions: Date Wanted: aiy 7- Z 5 - D 7 P.m. Requester: Phone No: ,--26 6 - 27/ ‘'W'� Approved per applicable codes. Corrections required p rior to approval. CO ENTS: // ! ft; 1a44 -" el /Ger /7 ) 1/7;07/0 "C.-cc' t'b /( Ani el/ L L v /2 vise 7 /A , /.ZJ v /CSC /HC In - fl t it; 7 ,4 Pf. i ' 1r.A > l / �c 'j r 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 inspec Date: $58.00 ' SPEC11ON FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: !Date: Project: , <' i.o i /esr »Om6S --e/ Type of I ectio ec 7 s, -4» , v) Address: /3017 3 LA/ 5 Date Called; Special Instructions: Date Wanted: 7 /O —O 7 LqL p.m. Requester: Phone No: a o6- 27/- q ( INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Spector Re REINSPECTION FEE REQUIR ai = t 6300 Southcenter Blvd.. Suite No.: Date: Prior o spection. fee must be 00. Call a schedule reinspection. Date: Project: rth , 9 / /Kr / Om/ [, Type of Inspection: G,/4a..shier3/hp✓yIs/rm0 Date Called: Address: /3 3L ... Special Instructions: Date Wanted: 7- /0- 07 €21- p.m. Requester: Phone No: �a6 -77/ - INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 OMMENTS: Receipt No.: .267/ INSPECTION RECORD Retain a copy with permit r 'Date: PE F& 1 & &At 5de- /f/ / show44 ,. 06)431 -3670 Approved per applicable codes. El Corrections required prior to approval. Date: > 7- r - r% .00 REINSPECTION FEE RE JIRED. Pri jr to inspection. fee must be d at 6300 Southcenter Blvd., uite 100. Call the schedule reinspection. Project 0 hrt v4re mac. Typ of Inspection: hoDna r la Address: ' 1 301 SS S Date Called: Special Instructions: Date Wanted: ( a.ny, _ 6 -5 — I S ' 7 P.m. Requester: Phone No: e-,2n4 7 - Ca Y INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 Approved per applicable codes. COMMENTS: INSPECTION RECORD Retain a copy with permit Ins.— or: r l it4ty Lf A / 4 .l. spi 00 REINSPEC110N FEE REWIRED. • paid at 6300 Southcentee Blvd., Suite 1 rate:/ El Corrections required prior to approval. -17r for to inspection, fee must be Call the schedule reinspection. Receipt No.: (Date: Project - / / .�`/ Type r of Inspection: A re 1 Ln S Date Callen: Spec In ons: s: Date Wanted: am. —C 5-07 Requester: Phone No: 2°4 -27/ -6591 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 OMMENTS: pproved per applicable codes. [3 Corrections required prior to approval. $58.00 RtISPECTION FEE SQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter B vd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Pro : lar ,sy (74,77/71/2- /Ly; vs / Type of Inspection: AG2/n.<VA7 4 \ 72.49// Address: /30/7 .3PIn. S Date Called: -f ✓ r apy 1 i7 /AS Special Instructions: Date Wanted: a.m. Requester: Phone No: tot z7 / - c4/9 ' G INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ' : !// PERAilIT 0. 206)431 Approved per applicable codes. OCorrections required prior to approval. COMMENTS: 0 $58.00 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cal the schedule reinspection. 'Receipt No.: Date: 7 / �8 / te /.r` �C ' alled: / �� A r r� /7 7,7a D i-.. Special Instructions: �' DateW ted -7 /5 �� / a.m. fm' quester: Phone No: IN PECCION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)4 • pproved per applicable codes. El Corrections required prior to approval. COMMENTS: Date:, / / 67 Ft $58.00 R CTION FEE REQUIRED. Prior to inspection, fee must be paid at 6 i i Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: � ^ "` ••>+ ' INSPECTION RECORD Retain a copy with permit PER 7 Projec : l' � jr7� my , l n+� S La {y Type of Inspection: f C t YU �, // Address: /36/7 3 RA S Date Called: Special Instructions: Date Wanted: — t -6 7 a.m. Requester: Phone No: .ol - Z7/ -6 ? C INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ED Approved per applicable codes. INSPECTION RECORD Retain a copy with permit COMMENTS: / 0, 1,9,V Inspectoe IDate�� $58.00 REINFECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: (Date; to6- 4/ // 6)431-367 O ` Corrections required prior to approval. » Pro ect: !/fl✓lft*mes ��� Type of Inspection: /oli�vdq� % ca Address: /0/7 3/51.v 5 Date Called: Special Instructions: - Date anted;. / Si 0 7 fittr„ ir' Requester: �1 / `� "re:- /`- CA / INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 O Corrections required prior to approval. COMMENTS: Z A /poi / - ) firf 45per1',o>t/f ff bit, nspEtor: 'Da5 _ /4 I e .00 REINSPECTION E REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter lvd., Suite 100. Cal the schedule reinspection. Re ipt No.: 'Date: Proje <t• ,/ / /—'' OY Type of Inspection /, / . /N / toppe�t // 7e< dd ��!/� A ll07 / 3e , 4.4 Dat ailed: Special Instructions: i a .L 9 717 Date Wanted:. a.m. p.m. equester: Phone No: 2- ID Approved per applicable codes. INStCTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 PERMIT NO. (206)431 -3670 CI Corrections required prior to approval. c0 CP /945 -r o -, 07/1 -ierD7e '7 7 'We i et? P Inspect° Date: $58.00 REI PECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: (Date: Project: t / 1.a 7i 41) -04:1 Type of Inspection: 2e-, �..r -nli4 Address: ` 1 W 7 333ZnS Date Calle Special instructlons ���� ! Date Wanted: 7- Requester:3.--- Phone No: // 2'/ INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: / A Ej $58.00 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: (Date: • Pro'ec ' /nnrferl� ti- j� Type of Inspection: - Pi r) 1 I✓l4 Aress: /a 7 ,k ' lin S Date Called: (a 6/07 Special Instructions: 61a ea r /La Gr S p2? 55 t b� Date Wanted: art. Requester: / y a Phone No 6 71/- 6 1' 9 6 CO LA co INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 t ID Approved per applicable codes. 51? Inspector: INSPECTION RECORD Retain a copy with permit PERMIT NO. El Corrections required prior to approval. COMMENTS: q1-2 2yo l -1-'iit•+�-'CShc c/ / /0 411,4.( r � J Date: / ) q��lo 0;58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project: rfc�r� 1�S ,i 1( Type of Inspection: Type Add{ F-7 2 F in Date Called: 057,5/07 Special instructions: Date Wanted: 05 /2 /0 CIA Requester: Phone No: o n/ — ‘49(0 INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION NO. Approved per applicable codes. Corrections required prior to approval. COMMENTS: In Q 0 (na.v.In 412t)) f Q I f t M . ( e , S ) ST A , are . 'Inspector: do Date: 0 $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project: 1 2 es, (LA) 1, F, L Sprinklers: 6- Type of Inspection: I ex_ r, NA L Address: / 3 o+ 7 3 5 Suite #: 1_10 S Contact Person: OA v-e- Special Instructions: Pre -Fire: /U Phone No.: ge) C- a7 I - Gy96 Needs Shift Inspection: /J Sprinklers: 6- Fire Alarm: i,/ Hood & Duct: N Monitor: N Pre -Fire: /U Permits: Al Occupancy Type: k INSPECTION NUMBER i Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Word /Inspection Record Form.Doc 1/13/06 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 n Corrections required prior to approval. COMMENTS: Inspector: A F f Date: /u /0 3/0 7 Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from he City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 FILE COQ .. 40' -0' I �..___ P 37' -0' 3' -0. Inch 1118 I 't { x i�rr *C�� 4 cr i'.• 1r a Suite 1877, 4t sr nx Uwi X / 3 if y i +-� r,{� ++ + xw°' dd ;a i�t , ' Iy8 ,I'LL". S"� y; ti s, z l w� i. ii�ll6` i' �riii) iiiillnliiil�liii�ifii�iiil�iill�llll�liii�l lil�flll�llli�illl�llli�llli� CHARTER HOMES r 3016 ELEV B GAR LT REVIEWED FOR 3RD CAR SHOWN L CODE COMPLIANCE - ROOF TRUSS LAYOUT APPROVED ROOF 2007 TRUSS 9 APR 1 "7 234 ST. SE, WOODINVILLE, WA 98072 5910 DESIGNER: JEFF BOPKO REVISED 3 -09 -05 PATH: S: \JEFF \BBLAY \CHARTER \3016B i Of Tukwila i) ALL TRUSSES TO BE SPACED 24' OC UNLESS NOTED OTHERWISE (U.N.O.) 12) PROVIDE FULL BEARING UNDER GIRDER TRUSSES. 3) BEARING BEAM DESIGN BY OTHERS, 4) 18' STANDARD OVERHANG U.N.D.. OVERHANGS NOT SHOWN FOR CLARITY. 5) 6/12 ROOF PITCH U.N.O.. 61 CEILINGS FLAT U.N.O.. 7) SEE ATTACHED FRAMING DETAILS FOR HIP, VALLEY AND GABLE FRAMING. B) SEE TPI'S HIB -91 FOR BRACING RECOMMENDATIONS. INDIVIDUAL TRUSSES MAY REQUIRE WEB BRACING. SEE TRUSS ENGINEERING SHEETS: PERMANENT BRACING DESIGN BY OTHERS. AREA OF SLOPED CEILIN RECEIVED CITY OFTOKWILP NOV 0 3 2006 PERMITCENTER LZ& L4 14 Copyright (c) CompuTrus Inc. Illl1011lllll / CompuTrus�Inc. LUMBER SPECIFICATIONIS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF @2. 1- 6 BOTTOM CHORDS: 2x 4 1158 1650F 1- 2 WEBS: 2x 4 HF SIO /STUD 1. 9 TC LATERAL SUPPORT a 12'0C. DON. BC LATERAL SUPPORT a 12'00. DON. OVERHANGS: 12.0' 12.0' Reactions: 970 970 Scale: 1/4' JOB NAME: 1 y 1 1 -00 -00 FILE NO.: 81, B2 DATE: 3/13/2006 DES. BY: MJ SEQ.: 2745649 12 10.001/ - 2.5x4.3 10-00-00 This design prepared from computer input by I Mill Riling II RTS - CHASE 1' C -4x4.3 4 0' C- 5x7.7(5) 20 -00 -00 CHARTER HOMES ( 3016 -B - 81, 82 TRUSS SPAN 20'- 0.0' LOAD DURATION INCREASE • 1.15 SPACED 24.0' O.C. LOADING LL( 25.0) +DL( 10.0) ON TOP CHORD a DL ON 80TT0W CHORD s TOTAL LOAD BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 0.25' 10 -00-00 12 1 C- 2.5x2.6 *A L C-2.5x2.6 f. R.ad ae O.n al Reba and Wamlaa befer. cmrentkn of huaa.t 2. Sunder and amooe conhact i should be aNbed of aO Gamer Nob. and Wimbgs baton cen. cmmmnat 1. h4compaWcew.b bndm buathe Mahllad when Shown+. 4. M bpnl fora. mM oath as Nmporary and pannnaat bracing. mW be dealgnad and povMad by daalgnr N mngl.b Mlclun. Cmnpntua aannea no naponamnny for audi teeong. h. No Mad ahcdd beapplied to am anmponent and aft..sx bneing and fastamn w e.mpl.tt and at no mina almuld any bade gnabr Nan daalgn loadsbe eppnd to.ny eempwnK a. ConlpuTrwhaa no control ovar and aamna no ompondblily for dm bblueaA banelm. d dpmam and Inablladm of componenK 1. This dadga la fundehad auq.dto the xmIbdona en bus design sd bdh by TPI In HIDdterTPVWTCA M BC511.ed copra olwhkhwa be hunlahed by CoeipuTrua upon nauN. 35.0 PSF 10.0 PSF 45.0 PSF 10.00 C- 2.5x4.3 ), l 1 -00 -00 M 4 O lllllllllllllllllll General Notes, unless ofldwlse noted: 1. Design to support loads as shown. 2. Desgn assumes Ne to and bottom olds to be Mlmany braced at 7 n.a. and at 17-0' c. respeciv y. 3. 2x4 Impact bddgng or teal biadng[ Where shown++ 4. Installation of buss la to responslalldy d the respell contrac tar. 5. DesIgn assumes bins es are to ba used In anon ve envhmanenl, 6. Baldasa full be o et all sauppoorttsvls�h�o�wn. Snim avmdge U B. Pl at s h be localed ornbdn fates of buss, and placed so their center lines coincide with pint ter lines. 10. Foj b al of the Inches. Plate, Indicated by the prefix C , see II.C.B.U. R.N. 4211. 11. The CdnpuTn1s Net Section Plate Is Indicated by the prefix 'CAP the designator (16) indicates le ga. materiel is used. AA others are 2b ga. Trans ID: 137804 - 7.2.3TI111 -E IRC 2003 SINGLE MEMBER FORCES 4WRD11 T 1= 0 8 1= 711 W 1= -264 T 2= -1056 B 2= 711 W 2a 584 T 9= -801 M 3= -264 T 4= -801 T 5= -1056 T 6= 0 LEFT = 900 RIGHT = 900 BEARING AREA REQUIRED (SO. IN) BRG @ 0 0.0' 1.44 OF / 2.22 HF / 2.12 SPF BRG @ 20'- 0.0' 1.44 OF / 2.22 HF / 2.12 SPF NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 85 mph wind load (enclosed structure, Exposure B, height to 90 feet) Uplift Connections: left = -159 Right a -159 loot Truss Supply, Inc. °.0. Box 532 Woodinville, WA 98072 (494) 4A1 -0900 I EXPIRES 6/30/07 11001111111 CompuTrus Inc. LUBBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 6 BM 1650F 1. 2 BOTTOM CHORDS: 2X 8 DF SS 1- 9 WEBS: 2x 4 RASH 1650F 1- 2 TO LATERAL SUPPORT <• 12'OC. UON. BC LATERAL SUPPORT a 12'0C. 111111. 0 4 b 1 10 -00 -00 12 10.00/ 111 4 C -5x9.4 5.0' I a, C- 5x14.5 C- 5x14.5 amain 4i 8-00-00 C -3x7.7 C- 7x11.9(S) Jr C -3x7.7 12 -00 -00 20-00-00 Scale: 9/16' JOB NAME: CHARTER HOMES / 3016 -B - B3 FILE NO.: 83 DATE: 3/13/2006 DES. BY: MJ SE0.: 2745650 This design prepared from computer input by 111111lll11 llEll 1111111111111 RTS - CHASE WARNING$ • 1. Road all General Notes and WamIn• before construction of trusses. 1 Builder and erection contractor Mould be advised al an General Nom. and Womble. been conemction cownnrae. 3. Lot companion web bracing must be Metaled win Mown 4. 4. Materiel font mtetim elelmea such as temporary and permanent bracing. must be designed and provided by designer of complete endure. CompmTms alumsa no mponebmb for such bracing. 5. No load should be applied to any component until abed bracing and fawners are complete, and atne time should any loads greater than design loads b applied to any compoent. a. CompuTm lee no control over and assumes no responsibility for Its fabMdm. handling. chip eM and Inaleleden or components. 7. 11.15 design le furnished artiest to the Imlbtlon on bum designs set forth bT TPI M HIBA1 or 1PNNTCA In SCSI 1.03 coplea of which we be furnished W GompoTn.. span mooed. 20 -00.00 GIRDER SUUPPORTING 39 -02 -00 LOAD DURATION INCREASE • 1.15 + ) (( LOADING TO UNIF BC UIIF LL( 46 991,7)• 858.2 PLF 0 0.0' TO BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MID BOTTOM CHORD LIVE LOADS. ACT NON - CONCURRENTLY. 9 ) complete trusses required. Join together 3 ply with 3'x.191 DIA GUN nails staggered at: 12 as throughout 2x8 top chords, 2' oc throughout 2x8 dittos chords, 12' oc throughout webs. Note: Stepper splices on adjacent members. Bottom chord requires plates held dorm 4' typical UDN and hanger height covers 85% or more of member depth, 10 -00 -00 12 N10.00 1' l l 20'- 0.0' V 20'- 0.0' V BRG @ BRO @ General Notes, unless othenise noted: 1• Design to support loads as shown. 2. D-0io sum eih °�� dbbooUo. hh to be laterally braced at 3, 2x4 Impact bddgIng or lsWsl bracing reGdred where shown + + 4. Installation of truss Is the b' o res bley mm the rtspedlve contndcr• 5. Design assumes trusses are to be used In a non-c rrosIve environment. 6. and sign sssumes full condition' ealtig at all supports shown. Shin or wedge If 9 ecessaary . umes ova �dr8 ga pole . Pl a t ess snail be toga ed nn hales of Warmed placed so their center 9. a B s I in es. 10. For see I. vg. ues o 1 the ConpuTrus Plata, Indicated by the prefix 11. The CompuTrus Ne Section Plate Is Indicated by the prefix 'Cie' the designator (18) indicates 18 ga. material Is used. AN others are 2b ga. IRC 2009 3 T 1• -9699 T 7 -9699 Trans ID: 137804, 7.2.311111 -F . MEMBER FORCES MDR B 1= 7218 W 1= 6204 8 2= 5061 M 2• 6204 8 9= 7218 LEFT 9262 RIGHT • 9262 BEARING AREA REQUIRED (S0. IN) 0'- 0.0' 14.02 DF / 22.87 HF / 21.79 5PF 20'- 0.0' 14.82 DF / 22,87 HF / 21.79 5PF NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 85 mph wind load (enclosed structure, Exposure B, height to 30 feet). Uplift Connections: Left • -1241 Right = -1241 Roof Truss Supply, Inc. °.0, Box 532 Noodinville, WA 98072 (495) 4111 -0900 EXPIRES 6130/07 SITE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 OR 1650E 1- 7 BOTTOM CHORDS: 2x 4 11% 1650F 1. 4 WEBS: 2x 4 HF STD/STUD 1- 7 (110111111111 / CompuTrus LULIBER SPECIFICATIONS TC LATERAL SUPPORT <= 12'0C. ININ. BC LATERAL SUPPORT <= 12'0C. UON. OVERHANGS: 18.0' 0.0' Reactions: 1854 1742 co 0 4' 1' C -5x6 FILE NO.: D2 DATE: 3/13/2006 DES. BY: MJ SEQ.: 2745651 12 6.0017 19 -07 -00 8 -10 -03 10 -08 -13 C- 2.5x4.3 C- 3x6(S) F This design prepared from RTS - CHASE C -4x4.3 4 1' C -4x7.7 12 -00 -00 14 -09 -08 scale: 1t 6 -00 38 -09 -08 JOB NAME: CHARTER HOMES / 3016 -B - D2 TRUSS SPAN 38' 9.5' LOAD DURATION INCREASE = 1.15 SPACED 24.0' O.C. LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = DL ON BOTTOM CHORD = TOTAL LOAD BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 19 -02 -08 10 -08 -13 8 -05 -11 C- 2.5x4.3 C- 3x6(3) b computer input by 12 WARNINGS: 1. Road W General Notes and Weenlno• before canatncaon of Maass. a. Bolder and erection contractor should he advised of all General Note. and Waminga before construction celma 3. 214 plamaalon web band must be f taled wben shown +. • 4. AP lateral fares resisting elements such as bmpebry and amuaa bracing. must be designed sad praldad by designer alcomplab =Iructun. Cosapullua.aaca rin nsponalbbby for such bracing. 5. No load stead be applied to as component until after all bracing and hstean in complete, and a s tuna should any load= greater than design loads be applied to any mml O. Campania ha no control over and anunas tie responsibility for the labdoeona banding. ahipmam and bstallalm of component. T. This design is furnished sublet to the Imlbdoa on buss designs set forth by WI In NIB-1 or TPIWTCA In SCSI 1413 copies of which will ha furnished by CompuTms upon request. Q 6.00 C- 3x7,7(S) C- 3x7.7(5) C- 2.5x4.3 C- 2.5x4.3 C- 2.5x2.6 �C- 2.5x2.6 12 -00 -00 35.0 PSF 10.0 PSF 45.0 PSF C -7x7.7 0 0 b b i�dnn r at�nn11s)- General Notes, unless otherwise noted: 1. Design to support bads ea shown. 2. Design assumes the 3. 2x4 Mpad bed al I p erg lateral spec rag e h laterally braced at 4 Inslallatlo t of buss is the r ral bra ibttty W the w respecira con tractor 5. Dealgn assumes busses are to be used del a non- rortosive enWrorment. e and ere "thy condition' of use. aces swims- tun beadle at all supports shorn. Shin or wedge I B . Platess s l be loccatteedu drainage op a placed so their center 9. lines I e 10. d For I. R I le s 42 of the C 11. anpuTrus Plate, a,. Indic a ateed by the prefix des Indicates Section ga. mala Is All Allot prefix are 2b Trans I0: 137804 7.2.3F(1L��E IWC 2003 SINGLE MEMBER FORCES 46RDN T 1= 0 B 1= 2621 W 1= -319 T 2= -3081 B 2= 2193 W 2s 492 T 3= - 2784 B 3= 2161 W 3s - 787 T 4= -1981 B 4= 2495 W 4• 1283 T Sr. -1961 W 5= -741 T 6= -2710 W 6= 415 T 7= -2977 W 7= -230 LEFT = 1746 RIGIT = 1745 BEARING AREA REQUIRED (S0. IN) DNG @ 0'- 0.0' 2.79 DF / 4.31 HF I 4.11 SPF ma 9 38 9.5' 2.79 DF I 4.31 HF I 4.11 SPF NOTE: Truss designed in accordance with IBC 2003 or IBC 2003 reflecting a 85 mph wind load (enclosed structure, Exposure B, height to 30 feet). Uplift Connections: Left = - 292 Right = -234 Roof Truss Supply, Inc. P.O. Box 532 Noodinville, WA 98072 (425) 481 -ngn0 11111111 / CompuTrus Inc. This design prepared from computer input by 1111111111111111111111111111111111111ltlllt LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF 12 1. 9 BOTTOM CHORDS: 2x 4 USR 1650F 1- 5 WEBS: 2x 4 HF STD /STUD 1 - 2, 4-10 2x 4 USR 1650F 3 TC LATERAL SUPPORT <= 12'00. UON. BC LATERAL SUPPORT <= 12'0C. UON. OVERHANGS: 18.0' 0.0' Reactions: 1854 1742 '( 12 6.0017 .a3.00 C- 7x11.9 12 7 -08 -12 1 -06;00 7 -08 -12 Scale: 1 /6' JOB NAME: CHARTER FILE NO.: D3 DATE: 3/13/2008 DES. BY: MJ SEQ.: 2745652 19-07 -00 8 -10 -03 10 -08 -13 C- 3x11.9(S) C- C -4x9.4 C- 2.5x2.6 C- 2.5x2�� \ o \ illiikS 0 C -5x9.4 C -5x7.7 C -4x7.7 3.00° 12 1 7 -03 -04 ; 7 -03 -04 RTS - CHASE 10 -08 -13 C -4x4.3 4' 2.5X4.3 38 -09 -08 HOMES 1 3016 -B - D3 TRUSS SPAN 36'- 9.5' LOAD DURATION INCREASE • 1.15 SPACED 24.0' 0.C. LOADING LL( 25.0)401. 10.0 ON TOP CHORD = b1. ON BOTTOM CHORD a TOTAL LOAD = BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 19 -02 -08 8 -05 -11 12 X6.00 C- 3x7.7(S) C- 2.5x4.3 C- 2.5x4.3 C- 3x6(S) Y 12 -02 -00 11 -07 -08 23 -09 -08 WARNINGS 1. Read all General Notes sad Warn nas baron construction of Munn 2. Builder and erection contractor snoold be adwtead of all General Notes end Warnings Men eanWucUon commences. 2. 2x4 Compression web becing mint be behaved when shown s. 4. Ail lateral torte molding elements nett as temporary and permanent bracing. mug be designed and provided by designer of complete revenue. Compares assumes no responsibility for such bracing. a No load should be applied to any component untg after as bracing and eaaters a croa and at no time should any loads greater than design toads be applied to any com d. CaapuTne has no control ever and assumes no responsibility for the fabrication, handling. eNpmeM and Insfalleden of components. 7. Tide design a banished subject to tie !Mullane on truss designs esi forth by TPI In HIB41 or In BC811-W copes of which will be furnished by ConrpuTnn cool replant. C- 2.5x2.6 35.0 PSF 10.0 PSF 45.0 PSF C- 5.5x7.7 -t 0 0 WnrIgn renNred at henilsl_1 BRG @ BRG @ General Notes. unless otherwise noted: 1. Design to support bads as shown. 2. D p u el t e l lop bb c hords to be laterally braced at 3. 2x4 impact bridging or lateral bracing required where shown ++ 8 nslalbbon of buss lathe res slbifty M N respective cmlrzct. . ennddEeeign assumes busses ere o be used In a non- mrroslva enNmn 8. Design as full condition' be a bearing of use full aring al all supports shown. Shim or wedge If ne?egn stssu 7. Pplates shall be lo adequate ate born fa cces la provided. Suss, and placed so their center 9. Diigllllsindicate w xe of pla center lines. 10. For see I.d sign valu of the ConpuTnu Plate. Indicated by the prefix 11. A designator (16) Indipttes Section Plate a. mate is us by the prefix a iers a 2 the eb. Ail o te 2h ga. IRC 2003 511151. Tf= 0 T 2= -5424 T 3= -5432 T 4= -5417 T 5= -2334 T 6= -1927 T 7= -1967 T 8= -2736 T 9= -3010 MEMBER FORCES 1= 4811 M 1= 2= 2862 W 2= 3= 2021 N 3= 4= 2175 W 5= 2535 W 5= W 6= W 7= W 8= W 9= W10= Trans ID: 137804 4WRDH 160 - 227 9013 -1325 516 -746 1346 -752 438 -259 LEFT = 1746 RIGHT 1745 BEARING AREA REQUIRED (S0. IN) 0'- 0.0' 2.79 OF I 4.31 HF I 4.11 SPF 38 9.5' 2.79 DF I 4.91 HF / 4.11 SPF NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 85 aph wind load (enclosed structure, Exposure 8, height to 30 feet). Uplift Connections: Left • -292 Right = -234 Roof Truss Supply, Inc. 1 .0. Box 532 Noodinville, WA 98072 (425) 4R1-O400 EXPIRES 6130/07 SIZE SPECIE GRADE PANELS) TOP CHORDS: 2x 4 HF 42 1. 0, 10 2x 4 11511 1650F 9 8077011 CHORDS: 2x 4 11511 1650F 1. 5 WEBS: 2x 4 HF STD/STUD 1- 2, 4 -10 2x 4 @5R 1650F 3 IIIIIIIIIIIII CompuTrus Inc. LINDER SPECIFICATIONS TC LATERAL SUPPORT a 12.0C. LION. BC LATERAL SUPPORT <• 12'0C. UON. OVERHANGS: '18.0' 18.0' Reactions: 1668 1868 0 0 8 -10 -03 , 10 -08 -13 12 6.00 C- 3x11.9(S) C- 2.5x4.3 C -4x9.4 C- 2.5x2.6 C- 2.5x2.6 C -5x9.4 .x3.000- 7x11.9 i2 k k k k 7 -08 -12 1 -06;00 7 -08 -12 FILE NO.: D4, D5A DATE: 3/13/2006 DES. BY: MJ SEQ.: 2745653 19 -07 -00 C -5x7.7 C -4x7.7 3.00 12 7 -03 -04 7 -03 -04 Scale: 1/8' 39-02-00 JOB NAME: CHARTER HOMES / 3016 -B - D4, D5A This design prepared from computer input by 111111101111111111111 . FITS - CHASE TRUSS 39' 2.0' LOAD DUMTIOI INCREASE • 1.15 SPACED 24.0 0.C. LOADING LL( 25.0)+0L(0.0) ON TOP CHORD • • DL ON BOTTGU CHORD = TOTAL LOAD • WARNINGS: 1. need an General Nobs and Wam ge before construction of trusses. 2. Bonder and erection contractor should be advised of all Ganeni Hobs and Warnings before construction commences. 2. 724 compression web bracing must be installed where Mown e, 4. Al lateral fora nutting Memento such as temporary and permanent bracing, must be designed and provided by dealer of complete structure. CompuTna animas no responslbalG for Such bracing. I. No load Mould be applied to any component until abersl bracing and fasteners we complete, and ntw lime should any loads greater than design loads be applied to any component. S. CampuTne has no control over and assumes no responsibility for the fabrication, handling, shipment and lnabnation of components. 7. This design le furnished ao l.ct to the Imitations an buss designs set forth by TPI in Hra41 or TMMTCA In BCSI141 copies of which wln be furnished by CmnpuTms upon request. 95.0 PSF 10.0 PSF 45.0 PSF BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 19 -07 -00 10 -08 -13 8 -10 -03 12 X16.00 C- 3x7.7(S) C- 2.5x4.3 C- 2.5x4.3 C-3x6(S) C- 2.5x2.6 k. k 12 -02 -00 12 -00 -00 24 -02 -00 C -5x6 k k ), 1 -00 xo 0 6110 @ BRG @ General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the top and bottom Maeda to be laterally braced at 2'-0o e and at 12 -0' rasoec6utl 3. 2x4 Impact bridging or literal Oraonn Y reoubred where shown + + yy IInstallallon of me ss I s the responsibility of tie res pective con tract r. 5. OesIgn assum t r u sses are to be nand In a noncmrosve envaonmen4 end are ro'dry con g a qo a e, supports 6aslgn assumes N lib pp shown. Shim or wedge It 7. n Pl a e **Burnes shall be l adequate on drainage or truss, an B. and placed so their center lines c i cil too lines coincide with joint plate ndi 1 lines. Digits D 9. f or basic indicate size o design values o! of pleb in I Caswi 0. for tlsl v the Plate, Indicated by the prefix C sea uTrus Net o 11. by oregx designa )Indicates Section 9 a. mate l riia Is u M others a e2b ga. Trans ID: 137804 7.2.3F(11) -F IBC 2003 SINGLE MEMBER FORCES 4WROH T 1= 0 B 1• 4863 W In 167 T 2= -5483 B 2= 2901 II 2= -226 7 3= -5496 B 3= 2053 W 3= 9042 T 4= -5481 8 4= 2239 W 4• -1336 T 5= -2970 B 5= 2691 W 5= 516 T 6= -1962 W 6= -746 T 7= -2002 W 7= 1377 T B• -2845 W 8= - 798 T 9= - 3149 W 9= 515 T10= 0 WI@ -341 LEFT = 1762 RIGHT a 1763 BEARING AREA REWIRED (SQ. IN) 0' 0.0' 2.82 DF / 4.35 HF I 4.15 SPE 39'- 2.0' 2.82 OF / 4.35 HF / 4.15 SPF NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 85 mph wind load (enclosed structure, Exposure B, height to 30 feet). Uplift Connections: Left a -294 Right a -294 Roof Truss Supply, Inc. ',0. Box 532 Noodinville, WA 98072 (475) 4R1 -n900 3/l8/0 EXPIRES 6/30/07 IIIIIIIIIIIII CompuTrua Inn. This design prepared from computer input by III' IIIIIIIIIIIIIIIIItill IIIIIIIIIIIIIIIIII RTS - CHASE SIZE 2x 4 2x 4 2x 4 LUMBER SPECIFICATIONS TC LATERAL SUPPORT a 12'0C. UON. BC LATERAL SUPPORT a 12'00. VON. OVERHANGS: Reactions: m SPECIE GRADE PANEL(S) TOP CHORDS: MSR 1650F 1. 7 BOTTOM CHORDS: MSR 1650F 1- 4 WEBS: HF STD/STUD 1. 7 1 1 18.0' 0.0' 1871 1759 FILE MO.: DOA DATE: 3/13/2006 DES. BY: MU SEQ.: 2745654 19 -07 -00 8 -10 -03 10 -08 -13 12 6.0017 C- 3x7.7(8) C- 1. 1 C -4x4.3 4' C -5x6 C- 2.5x4.3 C -4x7,7 C- 2.5x4.3 C- 3x6(S) C- 3x6(S) b 1 1--* 12 -00 -00 15 -02 -00 scale: 1/06-00 39-02-00 JOB NAME: CHARTER HOMES / 3016 -B - D6A TRUSS SPAN 39'- 2.0' LOAD DURATION INCREASE • 1.15 SPACED 24.0' O.C. LOADING LL( 25.0)+DL( 10.0) ON TOP CH01D = DL ON BOTTOM CHORD • TOTAL LOAD • IWIN WAGS 1. Read all General Notes and WanOrga berme construction of Massa 3. Builder end a =abettor nbactor should be advised of en General Nobs and Warnings biro n centime commences p 3. 2x4 comsalon web boning must b Metaled when show +. 4. All lateral fns misting elements such as temporary and permanent bracing. must be designed and provided by dgtwr of complete emciura. CoopaTnw legumes no penalbgtry for such bracing. M b S. No ad should be applied any until u after all bracing and fasteners are complete. and al no time should any loads greater limn design loads be applied to any comcomponent cpone S. CompuTme be no control over and assume no responsibility for the fabdcatWS handing, shipment and Installation of components 7. This design is funnelled ned subject to the fml ne forth on us designs set fo by TIN In HIB41 or TPIMTCAIn BCSt 141 copies of which will be furnished by CompuTrus won refitted. BOTTOM CHORD CHECKED FOR laPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 19 -07 -00 10 -08 -13 8 -10 -03 b 12 06.00 1" C- 3x7,7(5) 2.5x4.3 C- 2.5x4,3 12 -00 -00 35.0 PSF 10.0 PSF 45.0 PSF 1 1 r 4 C -5x6 0 Y 3, BAG 8 BAG General Notes, unless otherwise noted: 1. Design to support bads as shown. 2. Design assumes the to and bottom c s to be laterally braced at 7-0 o.c. cry et l2-0r .c respecgve 3. 2x4 Impact bridging or lateral bracing aired where shown + + 4. Inslallagsn of suss is the resoo use the respect contractor. 5. Design assumes dry co u d sses are to be ere used in a non lmrbs ve envborarmlL 6. and Design assim�s full bear of at alll supports shown. Shim or wedge If 7. . Plates shall b located on m both i face of truss, N s and placed so their canter 9. lines with of plate nn inches. 10. For basic deigignsn values of the ConpuTrus Plate, indicated by the prefix C•, see I.C.E D. RR. 4211. 11. The CompuTr s NO Section Plate Is Indicated by the prefx'CN' the designator (16) indicates 18 ga. material is used M others are 26 ga. IBC 2003 SINGLE MEMBER FORCES T 1a 0 8 1= 2651 W 1= T 2= -3116 B 2= 2225 W 2= T 3= -2819 B 3= 2226 W 3= T 4= -1997 8 4= 2655 W 4= T 5= -1997 W 5= T 6= -2821 W 6= T 7= -9119 W 7= Trans ID: 137804 7.2.3F/1I1 -E • 4miO1 -317 491 -786 1315 -787 493 -320 LEFT a 1763 RIGHT = 1762 BEARING AREA REQUIRED (SD. IN) 0'- 0.0' 2.82 DF I 4.35 HF I 4.15 SPF 39'- 2.0' 2.82 OF I 4.35 HF I 4.15 SPF NOTE: Truss designed in accordance with IBC 2003 or IBC 2003 reflecting a 85 mph wind load (enclosed structure, Exposure B, height to 30 feet). Uplift Connections: Left = -294 Right = -236 Roof Truss Supply, Inc. '.0. Box 532 Noodinville, WA 98072 (425) 4R1 -0900 I EXPIRES 6130107 111111111111 / CompuTrus SIZE 2x 4 2x 4 2x 4 LUMBER SPECIFICATIONS OVERHANGS: Reactions: SPECIE GRADE TOP CHORDS: HF #2 BOTTOM CHORDS: HF 12 WEBS: HF STOISTUD m 1' 1 ) 1 -06 -00 FILE NO.: E1A DATE: 3/13/2008 DES. BY: MJ .'SEQ.: 2745655 PANEL(S) 1- 5 1- 3 1- 4 IC LATERAL SUPPORT a 12'OC. UON. BC LATERAL SUPPORT 4a 12 HON. 18.0' 0.0' 1199 1081 b 6.00 -3x6 12 12 -01 -00 This design prepared from computer input by RTS - CHASE C- 2.5x4.3 C- 3x4.3(S) 10- 02 -00. LOADING LL( 25.0)+014 DL 10.0) ON TOP CHORD • ON BOTTOM CHORD = TOTAL LOAD = BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLT. ' C- 2.5x2.6 C- 2,5x2,6 1 Scale: 114' JOB NAME: CHARTER HOMES / 3016 -B - E1A TRUSS SPAN 24'- 2.0' LOAD DURATION INCREASE a 1.15 SPACED 24.0' D.C. T C -4x4.3 4.0' 24 -02 -00 WARNNOn 1. cod all Genera Notes .M warnings Aran construction or busses. 2. Builder and erection contractor should be advised of ail General Nob. and Warnings betm= con.mrruan commences. 3. 2x4 companion web bacilli nnat be bbbl.d wham shown e, 4. Au W enn torte resisting elements miob as bmpoary and p.menem bracing, must be designed and provided by designer of complete structure. Compumis anlanes no relpmWbftiy Mgr such bracing. d. No load should be applied to lily component until after in bnalni and fls are complete. end at no Was should any Wads greater than design loads es applied to any componld. O. CompuTnb has no control over and assumes no responsibility for the tabdsstmr, handling, tamest and installation of components. 7. Teal design is furnished subject to the limitation on truss designs set forth by TP1 In HI1341 orhPIM'TCA F SCSI Lm copies of which will be hrNsiled by CompuTae upon mauae. 35.0 PSF 10.0 PSF 45.0 PSF 12 -01 -00 12 46.00 C- 2.5x4.3 C -3x6 14 -00 -00 1 111111 11100 1 1111111111111111111 T y l BRG @ BRG @ 0 0 General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design wend a t 1 7e - 0 too .e e. . d tar d bottom t e li r r y c to be laterally braced at 4. . D s s Isses responsibility B1 to b used I n Mtge ne ws -con olive eoW nm nme t. a Design t a ssun a fu condition* S aadn i at t a ass supports shown. Shim or wedge H P Oemgn asures oe. ja ra ge oroglded. b. heas ai s b lo d o te ed on boodtai t A faces b of buss end placed so their center o. R Fo r bas c igg of the CompuTrus Plate, Indicated by the prefix C", see I.C.B.U. R.R. 4211. 11. Indicated by prefix gnator (16 indicates 18 ga. material i used, Al of the are 2b ga. IBC 2003 SINGLE NEARER FORCES T 1= 0 B 1= 1510 W la T 2= -1798 B 2= 992 W 2= T 3= -1571 8 3= 1513 W 3= T 4= -1573 W 4= T 5= -1799 Trans ID: 137804 7.2.3T(111 -F 4WRDH - 384 585 588 -357 LEFT = 1088 RIGHT = 1087 BEARING AREA REWIRED (SO. IN) 0 0:0' 1.74 OF / 2.69 HF I 2.56 OFF 24'- 2.0' 1.74 DF I 2.68 HF I 2.56 SPF NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a B5 mph wind load (enclosed structure, Exposure B, height to 30 feet). Uplift Connections: Left = -204 Right = -146 Roof Truss Supply, Inc. D.0. Box 532 Noodinville, WA 98072 (495) 4R1 -0900 EXPIRES 6/30/07 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 HF 12 1. 8 BOTTOM CHORDS: 2x 4 HF 42 1- 3 WEBS: 2x 4 HF STD /STUD 1- 4 OVERHANGS: 18.0' 18.0' Reactions: 1144 1144 FILE NO.: F2 DATE: 3/13/2008 DES. BY: MJ SEQ.: 2745656 CompuTrusInc. TC LATERAL SUPPORT <a 12'0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. It 12 6.00 11.06 -08 This design prepared from computer input by III III' llllllllllllillllllllllIlllllllllillll BTS - CHASE muss SPAN 23'- 1.0' LOAD DURATION INCREASE= 1.15 SPACED 24.0 0.C. LOADING LL( 25.0)*D1( 10.0) ON TOP CHORD • DL CR BOTTOM CHORD = TOTAL LOAD • 1' C -4x4.3 4.0' 35.0 PSF 10.0 PSF 45.0 PSF BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MD BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 11-06-08 12 -16.00 I, b 3' 1 -06 -00 C -3x6 1' C- 2.5x2.6 C- 2.5x2,6 u 9 -01 -00 C- 2.5x4.3 C- 3x4.3(S) Scale: 114' JOB NAME: CHARTER HOMES / 3016 -B - F2 23 -01 -00 WARNING!: 1. Read all General Nobs and Wamteee before construction of yummy. 2. Builder and emotion contractor should be advised of all General Notes and W brain• before constructor. commences. 3. 2z4 compression cob bracing mint be Instated where shown e. 4. All tabu forte restating element, such ail temporary and permanent bracing. must be designed end provided by designer of complete structure. CunpuTnm assumes no responsibility for such bracing. 5. No load shored be applied to any component until miter as bracing and fasteners are complete, and at no time should any loads greater than design loads be applied to any component. a. compuTnna has no control over and easurre, no responsibility for the Iabdcmion, handling, shipment and installation of component 7. TO design Is furnished subled to the limitations on hues designs set forth hy WI In alsoel orTWI/WM A in BCSI 143 copies of which will be furnished by Compare Upon request. C- 2.5x4.3 C -3x6 14 -00 -00 1 Y 1 -06.00 BRO @ BRG @ General Notes, unless otherwise noted: 1. Design to support loads as shown. 2. Design assumes the top and bottom u chords to be laterally braced at 3. ILInstalW�Gn of iNs g w�elrespm bitty ai the respective nw halo. where shown + + 4. ieslgn assumes busses are to be used in a non - corrosive environment 8. and are for 'dny Design assumes full bear4p at all supports shown. Shim or wedge N necessary. 7. Dea lira assumes adequate drainage Is provided. 8. Plates shall be located on both ss, and placed so their center lines coincide with Joint center Ines. M 9. For size of soft Indies. plate 10. For basic deli values of the CanpuTnm Plate, Indicated by the prefix see I. Trus R.R .4211. 11. Oren The nattor (18)h Net 18 ga Plate is used. All oht others 2b ge. IRC 2003 SINGLE MEMBER FORCES T 1= 0 B 1= 1431 W Is T 2= -1705 B 2= 942 W 2= T 3= -1491 B 3= 1431 W 9= T 4= -1491 W 4= T 5= -1705 T 6= 0 LEFT = 1039 RIGHT = 1039 BEARING AREA REQUIRED (SO. IN) 0'. 0.0' 1.66 DF I 2.56 HF I 23 1.0' 1.66 OF I 2.56 HF I Trans ID: 137804 - 7.2.3T(lL� MOH -363 553 553 -363 2.44 SPF 2.44 SPF NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 85 mph wind load (enclosed structure, Exposure B, height to 30 feet). Uplift Connections: Left - -197 Right = -197 Roof Truss Supply, Inc. P.O. Box 532 Woodinville, WA 98072 (495) 481 -0900 I EXPIRES 6130/07 Keystar, Inc. do R.N. Parnell Company P . 4422 -187 Place SE Issaquah, Washington 9802' Attention: Mr. Robert N. Parnell, P.E. Subject: Report of GeotechMcal Services 9 Lot Short Plat on South 130 St Tukwila, Washington Dear Mr. Parnell: SITE AND PROJECT DESCRIPTION Zipper Zeman Associates, Inc. Geotechnical and Environmental Consulting FILE CON \ No. , Po-r": l'._ 19231 -36 Avenue W >, Suite B201 Lynnwood, Washington 98036 Zipper Zeman Associates, Inc. (ZZA) is pleased to present herein a copy of the above - referenced report. This report presents the results of our subsurface exploration and geologic reconnaissance study relative to foundation and construction considerations, as well as the City of Tukwila Sensitive Area designations for the project site. The field evaluation was completed on January 24, 2000. The purpose of the evaluation was to establish general surface and subsurface conditions at the site from which conclusions and recommendations regarding foundatioti design and construction considerations could be formulated, and to address Sensitive Area designations as defined by the City of Tukwila. The scope of our work consisted of subsurface test pit explorations, a visual reconnaissance, geotechnical engineering analyses, and preparation of this report. We expect that changes in existing site grades will consist of minor cuts in the western portion . of the site, and minor cuts and fills in the eastern portion of the site. For purposes of preparing this report, we have assumed that changes in existing site grades will be on the order of 1 to 2 feet. In the event of any changes in the nature, design, or location of the proposed structures, the conclusions and recommendations presented in this report should be reviewed and modified, if necessary, to reflect the changes. We recommend that ZZA be allowed the opportunity to review the plans and specifications of the project once they become available to determine that the recommendations presented herein have been properly interpreted with respect to this project. This report has been prepared in accordance with generall ace geotechnical engineering practices for the exclusive use of Keystar, Inc., and thej'- vi specific application to this project. Noy .0 3 2006 PERMVTGENTER The project site is located on the south side of South 130 Street between 37 Avenue South and 40 Avenue South in Tukwila, Washington. The site is approximately 1.8 acres in size and is currently occupied by two gravel and dirt access roads, two piles of construction debris, J -631 February 9, 2000 44 LA 9 Lot Short Plat on South 130 Street Tukwila, Washington J -63l February 8, 2000 Page 2 and remnants of a concrete house foundation adjacent to the east side of the proposed court. Site vegetation consists of weeds, small shrubs, blackberry bushes, and scattered frees to 2 feet in diameter. Site topography slopes downward to the east and northeast and varies from almost flat along the western margin of the site to slopes approaching 35 percent along the topographically lower, eastern portion of the site. The total site relief across the site is about 34 feet. Based upon preliminary site plans, we understand that the proposed development will consist of nine single - family residential lots, construction of a cul -de -sac connected to South 130 Street, and installation of a stormwater water quality vault. Finished floor elevations and grading plans were not provided at the time of our evaluation. The buildings would be sited radially around the proposed cul -de -sac and would encompass both the flatter western portions of the site and the steeper eastern side of the site. The proposed nine -lot subdivision and cul -de- sac, as well as the approximate locations of the explorations accomplished for this study, are shown on the Site and Exploration Plan, Figure 1. Once building elevations are finalized, we recommend that ZZA be allowed to review the plans in order to determine that the recommendations presented herein are suitable for the proposed design and have been correctly interpreted. FIELD EXPLORATION The subsurface exploration program conducted for this study consisted of completing five test pit explorations across the site. Test pits TP -1 through TP -3 were advanced on the moderately steep east - facing slope that encompasses the eastern portion quarter of the site. The remaining two test pits were advanced in the western portion of the site. Locating the test pit explorations was based upon the Site and Exploration Plan, Figure 1, and measuring from existing site features. The test pit explorations were completed to depths ranging from 8.5 to 10 feet below the existing ground surface. Ground surface elevations at the test pit locations were interpreted from the topographic information presented in Figure 1. An experienced engineering geologist from our firm monitored the test pit explorations and logged the soil and groundwater conditions encountered. Dynamic Cone Penetrometer tests were completed in general accordance with ASTM Special Publication No. 399 to assess relative soil density. Subsurface Conditions The subsurface soil conditions revealed by the test pit explorations were relatively consistent with respect to soil type and density. The test pits encountered approximately 4 to 6 inches of topsoil consisting of loose, moist to wet, silty sand to soft sandy silt with some organic material and a trace of gravel. In general, loose to medium dense, moist to saturated, silty sand with a trace to some gravel and stiff sandy silt with a trace of clay were encountered below the topsoil to depths on the order of 1.5 to 5 feet below existing grades. These silty sand to sandy silt soils, interpreted as alluvial deposits, were overlain by approximately 1.5 feet of loose to Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite 8201 Lynnwood, Washington 98036 (425) 771-3304 ' 9.Lot Short Plat on South 130 Street Tukwila, Washington medium dense, moist, silty sand with trace to some gravel interpreted as fill in test pit TP -2. Underlying the alluvium, medium dense to very dense, moist, silty sand with trace to some gravel was encountered to the total depth explored at 10 feet below existing grade and is interpreted as glacial till. The dense glacial till typically has high strength and low compressibility characteristics due to its depositional history. At the time of the subsurface evaluation, we observed slight surficial ponded water. The USGS map Geology of the Des Moines Quadrangle, Washington (Map GQ -159), dated 1962, shows the site as being mantled by undifferentiated Pre - Vashon Glacial Drift. Based on our surface and subsurface observations, the site soils are more representative of alluvial soils over Vashon Till which are both mapped within a quarter mile of the subject site. Soil descriptions presented in this report are based on the subsurface conditions encountered at the specific test pit locations. Variations in subsurface conditions may exist between the exploration locations, and the nature and extent of variations between the explorations may not become evident until construction. If variations then appear, it may be necessary to reevaluate the recommendations presented in this report. Groundwater Slight perched groundwater seepage was encountered only in test pit TP-4 at a depth of 2 feet below existing grade at the time of exploration. The local groundwater table was not encountered in the explorations. It should be noted that groundwater conditions and soil moisture contents are expected to vary with changes in season, precipitation, site utilization, and other on- and off-site factors. Given the relatively dense nature of the soils a few feet beneath the existing ground surface, near surface perched groundwater conditions should be expected to develop following periods of prolonged precipitation. CONCLUSIONS AND RECOMMENDATIONS J-63 1 February 8, 2000 Page 3 We anticipate that the proposed development will utilize wood frame construction above reinforced concrete, cast -in -place foundations and concrete slab -on -grade floors. Based upon the subsurface exploration program, the project appears feasible utilizing conventional shallow foundation support. Sensitive Area Considerations The eastern portion of the subject site is classified by the City of. Tukwila as a Class 3 area on the city's 1990 Sensitive Areas Maps. The Sensitive Areas Maps are on file at the Department of Community Development. Chapter 18.45 of the City of Tukwila Municipal Code, entitled Sensitive Areas Overlay, defines a Class 3 slope as follows. Zipper Zeman Associates, Inc. 19231 —36ty Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771-3304 • 9 Lot Short Plat on South 130 Street Tukwila, Washington J -631 February 8, 2000 Page 4 "Class 3 areas, where landslide potential is high, which includes areas sloping between 20% and 40 %, and which are underlain by relatively impermeable soils or bedrock, and which also include all areas sloping more steeply than 40%." The drawing prepared by RN Parnell Company, dated 12/09/99, and our site reconnaissance indicate slope inclinations on the eastern portion of the site between 20% and 35%. The subsurface exploration disclosed relatively impermeable glacial till soils at depths of 1.5 to 5 feet below existing grade on the eastern slope. Based on this information, the Class 3 designation of the eastern portion of the site appears appropriate, in our opinion. Our subsurface exploration, surface reconnaissance, and geologic literature review did not suggest the presence of any past instability or slope movement on the eastern slope. Silty sand to sandy silt alluvial deposits with varying amounts of gravel and clay were encountered on the eastern slope to depths ranging from 1.5 to 5 feet below existing grade. The underlying glacial till soils were encountered in a medium dense to very dense state, and typically achieved a dense condition within 4 to 6 feet below existing grade. Based on the exploration data, it is our opinion that the potential for a deep seated landslide on the subject property is very low. Also, the potential for shallow surface sloughing is low. The drainage conditions above the slope will be improved by the connection and tightlining of runoff from impervious surfaces and footing drains to the storm drainage system. The proposed development is not expected to create a landslide or erosion hazard to the subject property or surrounding properties, in our opinion. Seismic Criteria Figure 16 -2 in the 1997 Uniform Building Code classifies the subject site as being within Seismic Zone 3. Based on the subsurface conditions encountered at the site and published geologic literature, it is our opinion that Soil Profile Type S be used to describe the average soil properties within the upper 100 feet beneath the site. This designation describes soils that are considered very dense with a shear wave velocity of 1,200 to 2,500 feet per second, Standard Penetration Test values greater than 50, and an undrained shear strength greater than 2,000 psf. Soil liquefaction is a condition wherein loose granular soils located below the ground water table loose strength during the ground shaking associated with an earthquake. The soils encountered in our test pits consisted of 1 to 5 feet of loose to medium dense alluvium consisting of silty sand to sandy silt underlain by medium dense to very dense glacial till soils consisting of silty sand . with some gravel. Slight perched groundwater seepage was encountered only in test pit TP-4 at 2 feet and the local groundwater table was not encountered in the explorations. Based on the grain size distribution of the site soils and the absence of a groundwater table, we did not observe any contiguous layers of liquefiable soils on the project site within 10 feet of the ground surface and liquefiable deposits are not anticipated at depth due to the glacially consolidated nature of the site. It is our opinion that the risk of damage due to soil liquefaction is low. Zipper Zeman Associates, Inc. 19231 -36ty Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771 -3304 "9 Lot Short Plat on South 130 Street Tukwila, Washington J -631 February 8, 2000 Page 5 Site Preparation We anticipate that this project will require minor cuts and fills to establish the access road and building pad grades. Site preparation should include the removal of all vegetation, root mass, organic soils, existing structures, undocumented fill material, and any deleterious debris from building and paving areas, or those locations where "structural fill" is to be placed. Preparation for site grading and construction should begin with procedures intended to drain ponded water and control surface water runoff. It will not be possible to successfully utilize on- site soils as "structural fill" if accumulated water is not drained prior to grading, or if drainage is not controlled during construction. Attempting to grade the site without adequate drainage control measures will reduce the amount of on -site soil effectively available for use, increase the amount of select import fill materials required, and ultimately increase the cost of the earthwork and foundation construction phases of the project Following clearing and grubbing, organic -rich silty sand and sandy silt topsoil will need to be stripped in the building and pavement areas, as well as those areas to receive structural fill. Topsoil thickness is anticipated to be between 4 and 6 inches in these areas. Localized areas of deeper organics, such as root systems, may be encountered within the project site and should likewise be removed. Any excavations that extend below finish grades should be backfilled with structural fill as outlined subsequently in this report. In our opinion, the topsoil is not suitable for reuse as structural fill and should therefore be exported from the site or used for landscaping purposes. After stripping of the topsoil is completed, the exposed soils will generally consist of silty sand to sandy silt with trace to some gravel. After stripping, and prior to placement of structural fill, we recommend that foundation, floor subgrade, sidewalk and pavement subgrade areas, and areas to receive structural fill be proofrolled and compacted to a firm and unyielding condition in order to achieve a minimum compaction level of 95 percent of the modified Proctor maximum dry density as determined by the ASTM:D -l557 test procedure. Due to the silty nature of the near - surface soils, proofrolling and adequate compaction can only be achieved when the soils are within approximately ± 3 percent of the optimum moisture content. Proofrolling should be accomplished with a heavy compactor, loaded double -axle dump truck, or other heavy equipment under the observation of a representative from our firm. This observer will assess the subgrade conditions prior to filling. Areas where loose surface soils exist due to grubbing and stripping operations should be considered fill to the depth of the disturbance and treated as subsequently recommended for structural fill placement. The need for or advisability of proofrolling due to soil moisture conditions should determined at the time of construction. We recommend that a representative of our firm observe the soil conditions prior to and during proofrolling to evaluate the suitability of stripped subgrades. Earthwork may be difficult or impossible during periods of elevated soil moisture and wet weather due to the moisture sensitive nature of the silty site soils. Excavated site soils may Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771 -3304 9 tot Short Plat on South 130 Street Tukwila, Washington J -631 February 8, 2000 Page 6 not be reusable as structural fill depending on the moisture content and weather conditions at the time of construction. If soils are stockpiled for future reuse and wet weather is anticipated, the stockpile should be protected with plastic sheeting that is securely anchored. If on -site soils become unusable, it may become necessary to import clean, granular soils to complete wet weather site work. Subgrade soils that become disturbed due to elevated moisture conditions should be overexcavated to expose firm, non - yielding, non - organic soils and backfilled with compacted structural fill. We recommend that the earthwork portion of this project be completed during extended periods of dry weather if possible. If earthwork is completed during the wet season (typically November through May) it may be necessary to take extra precautionary measures to protect subgrade soils. Wet season earthwork may require additional mitigative measures beyond that which would be expected during the drier summer and fall months. This could include diversion of surface runoff around exposed soils, draining of ponded water on the site, and collection and rerouting of groundwater seepage from upgradient on- and off -site sources. Once subgrades are established, it may be necessary to protect the exposed subgrade soils from construction traffic. Placing quarry spalls, crushed recycled concrete, or clean pit -run sand and gravel over these areas would further protect the soils from construction traffic. Structural Fill All fill material placed in building, pavement, and non - landscaped areas should be placed in accordance with the recommendations herein for structural fill. Prior to placement, the surfaces to receive structural fill should be prepared as previously described. All structural fill should be free of organic material, debris, or other deleterious material. Individual particle size should be less than 6 inches in maximum dimension. Structural fill should be placed in lifts no greater than 8 inches in loose thickness. The structural fill should be compacted to at least 95 percent of the modified Proctor maximum dry density as determined by the ASTM:D -1557 test procedure in building areas and to a depth of 2 feet below the subgrade surface in pavement areas. Below a depth of 2 feet in pavement areas, the structural fill should be compacted to at least 90 percent of ASTM:D -1557. We recommend that a representative from our firm be present during grading so that an adequate number of density tests can be conducted as structural fill placement occurs. In this way, the adequacy of the earthwork may be evaluated as it proceeds. In the case of roadway and utility trench filling and wall backfilling in municipal rights -of -way, the backfill should be placed and compacted in accordance with current local codes and standards. Where the existing ground surface slopes more than 5H:IV beneath proposed fills, the fill should be keyed and benched in suitable native soils per the minimum requirements of UBC, Volume 1, Section 33.3.2, Preparation of Ground. We recommend that all benches be at least 8 feet wide. 19231— 36ty Avenue W., Suite B201 Zipper Zeman Associates, Inc. Lynnwood, Washington 98036 (425) 771 -3304 9 Lot Short Plat on South 130 Street Tukwila, Washington J -631 February 8, 2000 Page 7 The suitability of soils for structural fill use depends primarily on the gradation and moisture content of the soil when it is placed. As the amount of fines (that soil fraction passing the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult, or impossible, to achieve. Generally, soils containing more than about 10 percent fines by weight (based on that soil fraction passing the U.S. No. 4 sieve) cannot be compacted to a firm, non - yielding condition when the moisture content is more than a few percent from optimum. The optimum moisture content is that which yields the greatest soil density under a given compactive effort. At the time of the limited subsurface evaluation, the site soils disclosed by the explorations appeared to have moisture contents at or above their optimum moisture content relative to their possible use as structural fill. However, soil moisture conditions should be expected to change throughout the year. Most of the site soils contain a significant fine- grained fraction. Consequently, use of the on -site soil as structural fill will require that strict control of the moisture content be maintained during the grading process. Selective drying of over - optimum moisture soils may be achieved by scarifying or windrowing surficial materials during extended periods of dry weather. Soils which are dry of optimum may be moistened through the application of water and thorough blending to facilitate a uniform moisture distribution in the soil prior to compaction. In the event that inclement weather or wet site conditions prevent the use of on -site soil or non - select material as structural fill, we recommend that a "clean", free - draining pit -run sand and gravel be used. Such materials should generally contain less than 5 percent fines, based on that soil fraction passing the U.S. No. 4 sieve, and not contain discrete particles greater than 6 inches in diameter. It should be noted that the placement of structural fill is, in many cases, weather - dependent. Delays due to inclement weather are common, even when using select granular fill. We recommend that site grading and earthwork be scheduled for the drier months, if at all possible. Permanent Fill Slopes Permanent fill slopes should be constructed no steeper than 211:1V. If the slopes are exposed to prolonged rainfall before vegetation becomes established, the surficial soils will be prone to erosion and possible shallow sloughing. Surficial repairs, such as armoring affected areas with quarry spells, may be necessary until vegetation is established. Temporary and Permanent Cut Slopes Temporary slope stability is a function of many factors, including the following: 1. The presence and abundance of groundwater, 2. The type and density of the various soil strata; 3. The depth of cut; Zipper Zeman Associates Inc. 19231 — 36ty Avenue W., Suite 11201 Lynnwood, Washington 98036 (425) 771 -3304 9 lot Short Plat on South 130 Street Tukwila, Washington Shallow Foundations 4. Surcharge loadings adjacent to the excavation; 5. The length of time the excavation remains open. J -631 February 8, 2000 Page 8 It is exceedingly difficult under the variable circumstances to pre - establish a safe and "maintenance -free" temporary cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions encountered. It may be necessary to drape temporary slopes with plastic or to otherwise protect the slopes from the elements and minimize sloughing and erosion. We do not recommend vertical slopes or cuts deeper than 4 feet if worker access is necessary. The cuts should be adequately sloped or supported to prevent injury to personnel from local sloughing and spalling. The excavation should conform to applicable Federal, State, and local regulations. According to Chapter 296 -155, Part N, Excavation Trenching and Shoring, of the Washington Administrative Code (WAC), it is our opinion that the soils encountered at the site would be classified as Type B soils. According to the Code, excavations less than 20 feet deep in Type B soils may be cut at a maximum temporary slope angle of 45 degrees (1H:IV). We recommend that temporary cuts exposed to inclement weather be covered with sheet plastic to reduce the risk of erosion and destabilization. We generally recommend all permanent slopes be designed at a 2H:1 V inclination or flatter. It has been our experience that the permanent slopes steeper than 2H:1V will tend to ravel and slough to a flatter inclination over time. In addition, with the steeper slopes, topsoil erodes readily and it is more difficult and takes longer to establish vegetation for slope protection. All footings should be founded on the medium dense to dense native soils, or on compacted structural fill which is placed above a stripped and properly prepared subgrade. Footings should not be founded on or within loose or disturbed native or fill soil unless it has been evaluated and approved by the geotechnical engineer. Continuous or column footings may be designed for a maximum allowable bearing pressure of 2,000 psf. A one -third increase in these bearing pressures may be used for short-term wind or seismic loading. For building and retaining wall foundations, we recommend using an allowable base friction value of 0.35 and a maximum allowable passive resistance of 225 pcf for those foundations embedded at least 18 inches below finish grades. Exterior footings should extend at least 18 inches below adjacent grade for frost protection, while the interior footings should extend at least 12 inches below adjacent grade. We also recommend that all foundations be set back at least 5 feet horizontally from the face of any slope which is steeper than 20 percent. This distance should be measured horizontally from the side of the footing to the slope face. We recommend that all continuous and isolated footings be at least 15 and 18 inches in width, respectively. Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771-3304 9 Lot Short Plat on South 130 Street Tukwila, Washington We estimate that the total settlement of foundation members founded within the medium dense to dense native soils may approach 1. inch. Differential settlement of foundations founded within the same soil type could approach '/2 inch. Settlements would occur elastically as the loads are applied. If possible, we recommend that the foundation elements be placed within the same soil type to minimize the magnitude of possible differential settlement. It should be noted that differential settlement could approach the total settlement values if adjacent footings are founded on different bearing strata. At the time this report was written, final design information regarding foundation or floor grades was not available. Consequently, we cannot comment conclusively regarding the anticipated bearing conditions of foundations at specific locations. Foundation settlement is oftentimes a function of the condition of the footing excavation subgrade. Footing excavations should be free of loose or soft soil; slough, debris, or water prior to pouring footing concrete. The high moisture sensitivity of the silty site soils may require that the footing excavations be covered with a lift of crushed rock or a lean concrete "mud mat" to minimize disturbance of the bearing surface during construction in wet weather. Under no circumstances should footings be cast atop loose or soft soil, slough, debris, or surfaces with standing water. We recommend that a representative from our firm observe the condition of the footing subgrades prior to the pouring of concrete, or a lean concrete mud mat, in order to verify that the bearing soils are undisturbed and that conditions are consistent with the recommendations contained within this report. We recommend that each new house be protected by a perimeter footing drain. The drain should consist of a minimum 4 -inch diameter perforated pipe embedded in at least a 18- inch wide envelope of clean, free - draining granular material, such as pea gravel. Footing drains should be directed toward appropriate storm water drainage facilities and not onto the slope to the east. Roof drains should not be connected to the footing drains. Slab -On- Grade Floors J -631 February 8, 2000 Page 9 Slab -on -grade floor subgrades should be prepared in accordance with the site preparation recommendations presented above. All slab -on -grade floors should be founded on the medium dense to dense native soils, or on compacted structural fill which is placed above a stripped and properly prepared subgrade. Slab -on -grade floors should not be founded on or within loose or disturbed native or fill soil unless it has been evaluated and approved by the geotechnical engineer. We recommend that slab -on -grade floors be underlain by a minimum 4 -inch thickness of coarse sand and gravel to provide uniform support and act as a capillary break. In floor slab areas where moisture sensitive floor coverings are planned, an impermeable membrane (e.g. polyethylene sheet) should be placed directly beneath the slab to act as a vapor barrier. The impermeable membrane should be protected by two inches of fine, moist sand Zipper Zeman Associates, Inc. 19231— 36ty Avenue W., Suite 8201 Lynnwood, Washington 98036 (425)771 -3304 • 9 Lot Short Plat on South 130 Street Tukwila, Washington Backfilled Walls J -631 February 8, 2000 Page 10 placed both above and below the membrane. The sand cover will provide protection for the membrane and will promote uniform curing of the concrete slab. The sand cover should be moistened and tamped prior to slab placement. Depending on final building configurations and floor grades, it may be appropriate to provide underslab drainage for the new houses. All backfill placed behind walls or around foundation elements should be placed in accordance with our recommendations for structural fill. The following recommended earth pressures, presented as equivalent fluid weights, are based on the assumption of a uniform level backfill with no buildup of hydrostatic pressure behind the wall. To minimize lateral earth pressures and prevent the buildup of hydrostatic pressures, the backfill within 24 inches of the wall should contain less than 5 percent fines, based on that portion passing the U.S. No. 4 sieve, coupled with a perforated pipe drain placed at the base of the wall backfill, similar in configuration to that described for the perimeter footings. The upper 1 -foot of the wall backfill should consist of a low permeability silty soil and be sloped away from the wall in order to reduce the potential for surface water infiltration behind the wall. If the backfilled walls are structurally restrained from lateral movement at the top, we recommend that they be designed for an "at- rest" equivalent fluid weight of 55 pounds per cubic foot(pcf). If the top, of the wall, is free to move laterally in an amount equal to at least 0.1 percent of the wall height during placement of backfill soils, they may be designed for an "active" equivalent fluid weight of 35 pcf. Surcharges due to sloping ground, adjacent footings, vehicles, construction equipment, etc., must be added to these values. The above equivalent fluid pressures assume that the backfill is compacted to approximately 90 to 92 percent of the modified Proctor maximum dry density. Additional compaction adjacent to the wall will increase the earth pressure, while a lesser degree of compaction could result in post construction settlements. Utility trenches constructed on the site may act as french drains by intercepting perched groundwater seepage. Some of these utility trenches may lead to the proposed houses and subject them to additional moisture. Therefore, it is highly recommended that the wall backfill consist of free - draining aggregate as recommended herein. Additionally, footing drains should be constructed at elevations below all wall penetrations and preferably at footing elevations. Stormwater Water Quality Vault We understand that runoff will be collected in a subsurface detention vault, then will be discharged to the existing ditch located on the south side of south 130 Street. We recommend that all vault footings and slabs should be founded on undisturbed dense to very dense glacial till Zipper Zeman Associates, Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771-3304 . 9 Lot Short Plat on South 130 Street Tukwila, Washington deposits. Continuous or column footings may be designed for a maximum allowable bearing pressure of 3,000 psf. Backfill should conform to the information presented in the Backfilled Wall section of this report. Lateral soil pressures on the vault walls may be computed using an equivalent fluid density of 55 pcf above the ground water table and 90 pcf ( including hydrostatic water pressure) below the ground water table. For the purpose of vault design, we recommend that it be assumed that the groundwater table could be located close to the ground surface. At the time that our subsurface evaluation was completed, an invert elevation was not available for the proposed vault. Test Pit TP -1 excavated near the proposed vault location did not encounter groundwater at the time of exploration. However, perched groundwater typically forms above the dense to very dense glacial till soils encountered across the site during prolonged wet periods. Based on our exploration data, we anticipate that perched groundwater conditions could develop close to the existing ground surface at the proposed vault location. Consequently, there is the potential for groundwater levels outside the vault to rise above the bottom of the vault, thereby producing buoyant forces on the vault. The potential for the development of these buoyant forces can be reduced by the installation of a perimeter perforated footing drain as described under the foundation section of this report provided that storm drain grades allow for a perimeter wall drain to be installed at or below the bottom of the vault. Buoyant forces acting on subsurface vaults or structures may be resisted by the weight of the vault structure alone, the combined structure and backfill weight above the vault structure, or through the combination of structure and backfill weight and the weight of the prism of soil placed above the perimeter flange in the foundation. We recommend that a soil unit weight of 125 pcf be utilized when evaluating the soil backfill weight adjacent to or above the vaults as part of buoyancy resistance design effort. Erosion must be prevented in the area of discharge by constructing a non - erosive ground cover. This typically involves the use quarry spalls and possibly a geotextile. We recommend using a minimum 1 foot thickness of 4 to 6 inch quarry spaIls which are underlain by a geotextile with similar strength characteristics as Amoco 2016 woven fabric. Construction Considerations The native soils that will be exposed upon completion of stripping contain a significant percentage of fine-gained particles. These silty soils are susceptible to disturbance, particularly when wet. We recommend that the contractor make every effort to minimize disturbance of stripped surfaces. These efforts may include directing surface water away from open excavations and the placement of a crushed rock or concrete mud slab surface in the footing trench excavations. If site work is accomplished in wet weather, the placement of clean sand and gravel below paved areas would promote future drainage and improve subgrade support. In addition, vehicle traffic over wet subgrades or prepared areas should be minimized. Application of these measures will reduce the likelihood of additional overexcavation of disturbed soils and associated costs for export and import will be reduced. Zipper Zeman Associates, Inc. 19231 —361y Avenue W., Suite B201 Lynnwood, Washington 98036 1 -631 February 8, 2000 Page 11 (425) 971 -3304 ' 9 Lot Short Plat on South 130 Street Tukwila, Washington CLOSURE The conclusions and recommendations presented in this report are based on the explorations accomplished for this study. The number, location, and depth of the explorations for this study were completed within the site and scope constraints of the project so as to yield the information necessary to formulate our recommendations. Some of the plans for this project were in the preliminary stage at the time this report was written. Under the circumstances, it is recommended that we be provided the opportunity for general review of the project plans and specifications in order to confirm that the recommendations and design considerations presented in this report have been properly interpreted and implemented into the project design package. The integrity and performance of the foundation systems at this site depend greatly on proper site preparation and construction procedures. Field judgement by a qualified engineer will be necessary in order to determine the adequacy of the site drainage and foundation support systems. Therefore, because of our familiarity with the site soils, we recommend that Zipper Zeman Associates, Inc. be retained to provide geotechnical engineering services during the earthwork and foundation construction phases of the project. If variations in the subsurface conditions are observed at the time of construction, we would be able to provide additional geotechnical engineering recommendations to The contractor and owner in a timely manner as the project construction progresses. If other engineering or soil inspection frets are used during earthwork, we recommend that the transfer of responsibility be completed in accordance with Volume 1, Section 3317.9 of the Uniform Building Code. We appreciate this opportunity to be of service to you, and would be pleased to discuss the contents of this report or other aspects of the project with you at your convenience. EXPIRES 4/3(2000 Enclosures: Figure 1— Site and Exploration Plan Test Pit Logs TP -1 through TP -5 Respectfully submitted, Zipper Zeman Associates, Inc. 9. G c.a'ta James P. Georgis Staff Geologist Zipper Zeman Associates, Inc. 19231 —36ty Avenue W., Suite 8201 Lynnwood, Washington 98036 James B. Thompson, P.E. Principal J -631 February 8, 2000 Page 12 (425) 771.3304 I TP -1 Test pit number and approximate location. I Reference: Drawing entitled: " Keystar, Inc., Proposed 9 Lot Shot Plat ". prepared by RN Parnell Company, last revised 12/09/99. LEGEND 60 30 SCALE IN FEET 60 ZIPPER ZEMAN ASSOCIATES INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTING PROJECT NO. 1fi31 DATE: JANUARY 2000 DRAWN BY: JPG SCALE: l" ^ 60' 9 LOT SHORT PLAT ON SOUTH 130'" STREET TUKWILA, WASHINGTON SITE AND EXPLORATION PLAN FIGURE 1 19231 36"' Ave. w. amity u....,.y._.. Test Pit TP -1 Project: 9 Lot Short Plat on South 130 Street Project No: J-631 Date Excavated. 1/242000 Location: See Site and Exploration Plan, Figure 1 Elevation: 75 Feet Depth (ft) Material Description Sample Tic °AM Testing 6 " loose, moist to wet, brown, fine sandy silt with trace gravel and fine organic �nateria L.Copsal).— ....__._.- ...___. — Stiff, moist, mottled gray -brown, fine sandy SILT. 2.0 S-1 l7 Medium dense grading to dense at 4', moist, mottled gray - brown, silty SAND with trace to some gravel. (Weathered glacial till) 4.0 30 to 8.0 Very dense, moist, gray, silty SAND with trace to some graveL (Unweathered glacial till) 10.0 Test pit terminated at 10 feet on 1- 24.00. No seepage or caving observed at time of exploration. 12.0 14.0 16.0 18.0 ' 19231 36"' Ave. w. amity u....,.y._.. Test Pit TP -2 Location: See Site and Exploration Plan, Figure I Elevation: 76 Feet Depth Material Description 00 4 Loose, moist to wet, brown, silly SAND with some organic material. (Topsoi)) Loose to medium dense, moist, mottled gray -brown, silty SAND with sate to some gravel. Wire mesh observed at 1.8 feet. (Fill) Project: 9 Lot Short Plat on South 130 Street Project No: J-631 Date Excavated: 112V2000 Sample Nc %M Testing 2.0 S -1 10 Loose to medium dense, wet, mottled gray -brown, thinly interbedded silly fore SAND I I�1 1 and stiff sandy SILT with some fine sand and trace clay. 4.0 S -2 I 10 I I I 6.0 Medium dense grading to dense at 6', moist to wer, graybrown, silty SAND with I I some gravel. (Glacial till) 11 i 8.0 I I I II f 10.0 1 I 1 1 Tat Pit termiasied N 10 feet on 1-24-2000 with lackhm refusal. I 1 No seepage observed at time ofexpknation. I I 12.0 Slight caving above 3 feet I 14.0 16.0 18.0 1 1� lJlt a r. 19231 36 Ave. W. Suite B201, Lynnwood, Washington vawo Test Pit TP -3 Location: See Site and Exploration Plan, Figure 1 Elevation: 78 Feet Depth Material Description (ft) j( 4 Bose, moist to wet, brown, silty SAND with mots and fine organic material. I mo. (Topsoil) Loose, moist grading to wet, brown, silty fine to medium SAND grading to fine to medium SAND with some silt. 2.0 i 4.0 I I Dense grading to very dense, moist, gay brown, silty SAND with trace to some 6.0 gravel and trace cobbles. (Glacial Till) One foot diameter boulder encountered at 6.5' 8.0 Test Pit terminated at 5,5 feet on 1- 24.2000 with backhoe refusaL No seepage observed at time of exphaation. 10.0 Slight caving from 3.5 feet. 12.0 14.0 16.0 Project: 9 Lot Short Plat on South 130 Street Project No: J -631 Date Excavated: 124/2000 Sample NC %M Testing S -1 I S -2 18.0 1 19231 36 Ave. W. Suite 8201, Lynnwood, Washington 98036 SITTS & HILL ENGINEERS,: INC. Professional Engineers and Planners 2901 South 40 Street, Tacoma, WA 98409 -5697 Tel (253) 474 -9449 Fax (253) 474 -0153 STRUCTURAL CALCULATIONS PLAN 3016 KING COUNTY, WA FOR: Charter Homes 601 Union Street, Suite 3920 Seattle, Washington 98101 (S & H 12,890) (RDS 6703) August 15, 2006 FILE COPY Permit No. r' t CITY IKKWII) NOV 0 3 2006 PERMITCENTER INDEX Silts & Hill Engineers Professional Engineers & Planners 2901 S. 40th Street Tacoma, WA 98049 253 - 474 -9449 Fax: 253 - 474 -0153 BASIS FOR DESIGN 2 DESIGN LOADS 3 GRAVITY ANALYSIS 4 - 36 LATERAL ANALYSIS 37 - 66 Job Name: PLAN 3016 Job No: 12,890 Sheet No: 1 By: KJH Date: February, 2006 BASIS WOOD: Sitts & Hill Engineers Professional Engineers & Planners 2901 S. 40th Street Tacoma, WA 98049 253 - 474 -9449 Fax: 253- 474 -0153 BUILDING CODE: 2003 EDITION OF THE INTERNATIONAL BUILDING CODE. CONCRETE: Job Name: PLAN 3016 Job No: 12,890 Sheet No: 2 By: KJH Date: February, 2006 LOADS: ROOF LIVE LOAD = 25 PSF (SNOW). ROOF DEAD LOAD = 16 PSF. FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. WIND LOAD = 85 MPH WIND SPEED, EXPOSURE: B. SEISMIC DESIGN CATEGORY: D. FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 18" MINIMUM BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE = 1,500 PSF. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 3,000 PSI TO COMPLY WITH EXPOSURE REQUIREMENT OF IBC TABLE 1904.2.2(2). STRUCTURAL DESIGN IS BASED ON fc OF 2,500 PSI. PER IBC 1704.4, NO SPECIAL INSPECTION REQUIRED. REINFORCING: BARS #4 AND SMALLER: Fy = 40,000 PSI. BARS #5 AND LARGER: Fy = 60,000 PSI. STRUCTURAL STEEL: STRUCTURAL STEEL: ASTM A36 (Fy = 36,000 PSI). ANCHOR BOLTS: ASTM F1554 GRADE 36. WOOD TYPE JOISTS 2X4 HF #2 2X6 OR LARGER HF #2 BEAMS WIDTH 4" OR LESS DF #2 WIDTH GREATER THAN 4" DF #2 LEDGERS AND TOP PLATES WIDTH 4" OR LESS HF #2 STUDS 2X4 HF #2 2X6 OR LARGER HF#2 POSTS 4X4 DF #2 4X6 OR LARGER DF #2 6X6 OR LARGER DF #2 GLUED - LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 240 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI. ENGINEERED WOOD BEAMS (PARALLAM PSL): Fb = 2,900 PSI, Fy = 290 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 2,000,000 PSI. DESIGN LOADS ROOF DEAD LOADS: ROOF LIVE LOADS: FLOOR DEAD LOADS: FLOOR LIVE LOADS: Sitts & Hill Engineers Professional Engineers & Planners 2901 S. 40th Street Tacoma, WA 98049 253.474 -9449 Fax: 253 -474 -0153 Job Name: PLAN 3016 Job No: 12,890 Sheet No: 3 By: KJH Date: February, 2006 ROOF 6.5 PSF INSULATION 2.0 PSF SHEATHING 1.5 PSF FRAMING 2.5 PSF BEAMS 1.5 PSF MISC. MECH., & LGTN. 2.0 PSF 16.0 PSF TOTAL DEAD LOAD 25 PSF SNOW LOAD FLR. COVER 1.0 PSF INSULATION 1.0 PSF SHEATHING 3.0 PSF FRAMING 3.0 PSF BEAMS 2.0 PSF MISC. MECH., & LGTN. 2.0 PSF 12.0 PSF TOTAL DEAD LOAD 40 PSF PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. ATTID VENTILATION REQUIRED TT" V3343 ROOF VENTS AT an O. EA (51300) (413001/1 (41300)12 LOCATICN GROSS AREA HE YIN. REED. VENT (N) 50 % RED O AT EAVE 50 % ROM W AO. EAVE TOLL! R0.T nit SF. SO 5F. ]M SF. 34i SF. PORCH ROOF Ii? V. 0.31 SF. 4b SF. all SF. LOSER OAR 40 Sr. 013 SF, ooTSF. oo'SF V AEONS EAv!! VE TLATICN PROVIDED MN 50% OF REED) TT" V3343 ROOF VENTS AT an O. EA HOLE EMS PPONOEO 155 EFFICIENT HOME (C) • I{4 (3) WIGS . 4E SE SF. )'39 SF. PORCH (L • H • SS SF.) .I5 SF. GAR (I) • 211 • 21 SF.) o1 SF. EAVES VENTILATION PRICAIDEO MK S0% Q RE/203 TYPE VENT PETAL VENT AT .430 SF, E4 SURD !LOCKING AT ES PER 3 HOLES PpONDEp NLVSE CO • US (H) • 05 304 SP.) 39 SP. POR E (W.09 9514 5 ASF. OAR • (I0). 9 SF.) 013F. S 1 11111 1 11 VENTILATION REQUIREMENTS . *EVERY EAVE BLOC. TO BE VENTED . r/N MEW OE • DEGI lE W . 21133 W . VEQ IILATIGN. A (SF) EP (300) . GABLE VENTS IMF3aWIENI (141 SF NOTES: • VENTED aDDOG OVEN EI.RTETS. .1mc* OA TO tow um v AT euoaD ua9w OTHERWISE NOTED. • ROOF PIT(JES TO SE 545 IRLEM OTKROEE NOTED, • staLk31011 ON 346 CURB • SAPETr GLASS • TRUSSES • RAFTERS SHALL BE • Jr CC. FLEES 0EE/SUM NOTED. • ALL SEAMS AND LEADERS TO BE vERINED 0114 E TYf£O ENGINEERING CALCULATIONS, 1141E OFFICE EMT BE NOTEED YTN ANT VAFA1KIE BEFORE RDCEEDNi TRUSS NOTES: • ALL 1•1515E) SHELL CAME 111Y4PACEIE6 STAf•. • ALL IRLSSES WELL SE INSTALLED • BRACED TO NANSPKSSE SPECPKslw *. • TRUSSES ILL 140T BE MELO ALTERED WILOUT FRIER BUILDING DEPT. APADVAL OR ENGINEERNIG CALCLLAnWt • ALL TRUSSES SHALL RAVE 0E5E4 DETAILS • DRAWEES ON NII POEPE RG NNTCTIOI • ALL CMNECTKANS CF RATERS. JACK OR OP TPWSES TO NAN GIRDER TO SE PRCN1DED BY TEAS NWPACTU E. • TRUSS DRAWINGS TO BE STAMPED AO SIGNED BY A LICENSE O ESRNGTOI STATE STRtNS4 BO EER 10495ES MALL 55 nMEFACIUED N A PLANT APPROLED IFDER ILE RSWIREFENTS OF SECTION MI.I. EACH TRUSS SMALL DEAR GE DUALITY CCMKL 51511' (SECT°. 231164 AS YELL AS PalLPAcilieNG RATS NAE/AOOFESS. DESIGN LOAD AND F AXIMO SPACING. • APPROVED MANGERS SYOAD BE USED AT ALL CoNNE01045 OF RAFTERS. JEOL OR NP TRRSES TO IAN GIRDER TEASES. • LIGHT FETAL PLATE COGSCTORS TO (AVE FIELD SO GIRDER DENTFCATIO( IFOR'Al al BRAOEO. TIAR[ED. OS OREFOLISE PERWIBELT AFD® TO EEC. TEAS SHELL COITAN TIE FOLLOIRG 4 IDBGFI0T°N OF THE TEAS NN AFAC URIIO tarARr. S RE CIESEN LOAD. T C. TIE TEENS SPACING. • ALL RLVF TRUSSES I NLL DE SO FRAMED SO TIED NTO OE FE AND arpORTNG PALLS SO AS TO 300.1 T MI INTEGRAL PART THE PA OP E SOS R CCM ROOF TIBSWILL SES SWILL HAVE JOSRL AND SELL PITTED WLL ALL TENSION FEMMES SELL T BEFORE A LOAD A PLACED AGS TIE TRUSS. DIAGONAL MO SWAT SEAT BRACES MALL BC USED TO DRAGE ALL ROT TRUSSES. FILE NC 5103 SHEET SITTS & HILL ENGINEERS, INC. DESIGNED KTH TACOMA, WASHINGTON (253) 474.9449 CHECKED PROJECT �J1gh.a'".�11 ittftni.W '�:.:) 3�� 1� u40:2) -4444. , a rF DATE DATE • 7. riaiF- ;li ki'sz ' 7 i-. EIk. - 2/14:2:;: :33(44 ( . ;- ... . L $LF • 02-2/9 -O( JOB AZ P9n7 SHEET 5 OF 't ;- I -�- 1 _i 1 ;._._. . 1� -- . ! .t;.� -gyp .[- _ . 1 � ! 1 • _. -,_.. -. • +_ 4 4!44:_ I f l • 1- 1 1- ! . I �(1w/✓�,y {1} ���rrrryyyyL. J • • 1 • • l 1-... t _ 444_ 4. r . l � . • , . . , L._ I _i y .. F1-! I _ = , _ _...1 1 . TJY :I 1 4- . - r _- ¢± El' } . , .- _ - � '._ 1 - ' T .' - -_.� • ,..,_. l - I jr -.1-4--f . _ __:, i , _! I1 ;aP AL 1 � 1- r 4 -. r J -- f I . Jr .L--1--t4--- . 1 i - r - , I_j. 1 -- ..i_ f _ T -� ; -f - - J T- ,- _i - i_-r ._�... _.i L. .__.. T - � , • - - - .. _+,. _..._ __ .. - ... - . 1- • 'A-712 T r _ _ _y ._J_a_n._.�. t. .ii.1 �._l 1 • T .. .. ..,.' I - 1 ... . _ : . , .. 1 -. e .i. _ • - � - . l . • '• , 4444 y...;._.:....- _ • _._I. __1.414_ � :- _h.1_-' -L_1..*. f -_r ... l 1 . I _.__- -.i.-L !-1 ' ! +-T.- I_tj . 1 �7 T '- i..... _ .. 4 i • •i , 1-i - 1 , 1 1- , ti l . A. • ._: - -1--r i • . -... - 4.- r -- !. _44 - -- - f ._: • - -- __ _ 1--i 1 1.-----.--•-T----- ; - . -L - i.-i_ . i- - - - - _... i - ..._ I. I' • ,... •__i...:.:._1-. I __ ' L i ' . i _:.. .. L _ • 1. _ _'_ 1 1 i 1 i • 444..,..... ,_I I 4 4 i -. 1_�. _44_44 - - i '-:4.......-: .. ! 1 .. 1 � ' -, J ; i � - I l 1- • T 4 r 1 ; •r; r II I: — 'J J :.--f H-: l 1 � _ I - - f' r ! 1 - i ' J - ? L L 1 l •_•i• _ - :..;...:_ . y ;_ t_' —. .._ I - -1— i... -- - - -- - • . t .. - r' 1- i -- ?.. 4; . -1 1 -.- - �.�...._�.- j.- # � - _i.... �Y... -T �._. -._. _� .�_.- �;- •�••a- .T_ ^_ ....._F=-' -I- � - I -I- ? y - .4 1 17 1.-1 F . - 1 • . •i- L L ,. > ..i T _ -'y 1 . -�i J 1 - -.I -1. • __..._ • , _.:....__..- LJ -._.. ... L .- ;444{4. _ ... _. t _ •. • L 1 y , , . . . . ... ... _. 4_444. _4444._.. - _.. L ....... .. ... .. .. - - .- 1 1! 1 1 1 1 1: _. I I I I 1 I: I i! I f '. I i i I 1 t• 1 1 T 1 1 1 1 I Rev: 580004 User. KW -0802611, Ver 5.8.0, 1- Dec.2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 r 12890 ecw:Calculations Description `General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 3.125x10.5 Beam Width 3.125 in Beam Depth 10.500 in Member Type GluLam Load Our. Factor Beam End Fixity !Full Length Uniform Loads r Center Left Cantilever Right Cantilever L Summary Span= 8.00ft, Beam Width = 3.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0.522 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow ib 1,439.45 psi Fb 2,760.00 psi Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 • D. @ Center @Left @ Right [Stress Calcs I Bending Analysis Ck 20.711 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction R1 Le Rb DL DL DL 1.150 Pin -Pin Dead Load -0.057 in 4.000 ft 1,682.3 L. Defl ) ... 0.086 in 0.000 in 0.000 in 0 000 ft 0.000 Max Moment 6.89 k -ft 0.00 k -ft 0.00 k-ft @ Left Support 4.05 k 14.674 In2 276.00 psi 3.44 k 3.44 k 336.00 #/ft #/ft #/ft 6.9 k -ft 13.2 k -ft 6.89 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 13.21 fv 123.43 psi Fv 276.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Mow 650.0 psi E 1,800.0 ksi Total Load -0.146 in 4.000 ft 656.52 4.000 ft 0.000 ft LL LL LL Reactions... Left DL Right DL Sxx 57.422 in3 CI 3443.999 Sxx Redd 29.95 in3 0.00 In3 0.001n3 @ Right Support 4.05 k 14.674 In2 276.00 psi Title: Dsgnr: Description : Scope: Beating Length Req'd Bearing Length Req'd 8.00 ft ft ft 525.00 #/ft #/ft #/R Lu Lu Lu Maximum Shear * 1.5 Allowable Shear: © Left @ Right Camber. @ Left Q Center @ Right 1.34 k 1.34 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Max Max Dead Load 0.000 in 0.0 Area 32.813 In2 Allowable lb 2,760.00 psi 2,760.00 psi 2,760.00 psi 1.696 in 1.696 in 0.000 in 0.0 Job # Date: 8:39AM, 21 FEB 06 0.00 ft 0.00 ft 0.00 ft 4.1 k 9.1 k Beam Design OK 3.44 k 3.44 k 0.000 in 0.086 in 0.000 in 3.44k 3.44 k Total Load 0.000 in 0.0 0.000 in 0.0 6 Rev: 580004 User. KW -0602811, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calculations L Description Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary L Deflections R2 [General Information Code Ref: 19972001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined I Section Name 4x10 Center Span 16.00 ft Lu Beam Width 3.500 in Left Cantilever ft Lu Beam Depth 9 250 in Right Cantilever ft Lu Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Mow 900.0 psi 1.150 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi LFuII Length Uniform Loads s Max Q Left Support Max Q Right Support Max. M allow Po 630.88 psi Fb 1,242.00 psi DL DL DL 32.00 #/ft ft/ft #/ft Span= 16.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.508: 1 Maximum Moment 2.6 k -ft Maximum Shear * 1.5 Allowable 5.2 k -ft Allowable 6.7 k Max. Positive Moment 2.62k -ft at 8.000 ft Shear: © Left 0.66k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.66 k Center Span... Dead Load Deflection -0.128 in ...Location 8.000 ft ...Length/Deft 1,502.9 Camber ( using 1.5 • D.L Den) ... © Center 0.192 in Q Left 0.000 In CO Right 0.000 in 0.00 k -ft 0.00 k -ft 5.17 fv 27.48 psi Fv 207.00 psi Total Load -0.327 In 8.000 ft 586.50 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 50.00 #/ft #/ft #/ft Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Job # Date: 8:39AM, 21 FEB 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.9 k Camber: Q Left 0.000 in Q Center 0.192 in Q Right 0.000 in 0.26 k Max 0.66k 0.26 k Max 0.66 k Dead Load Total Load 0.000 In 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 7 Stress Cake r Bending Analysis Ck 31.887 Cf 1.200 Q Center Q Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 2.62 k -ft 0.00 k -ft 0.00 k -ft CO Left Support 0.89 k 4.297 in2 207.00 psi 0.66 k 0.66 k Sxx 49.9111n3 CI 656.000 Sxx Req'd 25.35 in3 0.00 in3 0.00 In3 © Right Support 0.89 k 4.297 in2 207.00 psi Beating Length Req'd Bearing Length Req'd Area 32.375 in2 Allowable tb 1,242.00 psi 1,242.00 psi 1,242.00 psi 0.300 in 0.300 in Rev: 580004 User: KW -0602611, Ver 5.8.0, 1- Dec -2003 (0)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.erw:Calculalions Description R3 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ` Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 4x8 3.5001n 7.250 in Sawn 1.150 Pin -Pin [Full Length Uniform Loads [Deflections Center Left Cantilever Right Cantilever L Summary DL DL DL 32.00 #/ft #/ft #/ft Span= 5.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max CO Left Support Max @ Right Support Max. M allow fb 100.29 psi Fb 1,345.50 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5" @ Center @ Left @ Right Bending Analysis Ck 31.887 Cf 1.300 @ Center @ Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Dead Load -0.003 in 2.500 ft 23,712.1 D.L. Deft) ... 0.004 In 0.000 In 0.000 In Le Rb 0.075 ; 1 0.3 k -ft 3.4 k -ft 0.26 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 3.44 fv 9.21 psi Fv 207.00 psi 0.000 ft 0.000 Max Moment 0.26 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 023 k 1.129 In2 207.00 psi 0.20 k 0.20 k Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Mow E Svc C I LL LL LL Maximum Shear * 1.5 02 k Allowable 5.3 k 2.500 ft Shear: @ Left 0.20 k 0.000 ft @ Right 0.20 k Camber. @ Left 0.000in i Center 0.004 in ( Right 0.000ln 0.08 k Max 0.20 k 0.08 k Max 0.20 k Reactions... Left DL Right DL Scope: Total Load Left Cantilever... - 0.0061n Deflection 2.500 ft ... Length/Defl 9,253.52 [Stress Caics r 30.661 1n3 205.000 pc< Re0'd Z29 in3 0.00 in3 0.00 In3 @ Right Support 0.23 k 1.129 1n2 207,00 psi Title : Dsgnr: Description : Right Cantilever... Deflection ... Length/Defl Bearing Length Req'd Bearing Length Req'd 5.00 ft Lu ft Lu ft Lu 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi 50.00 #/ft #/ft wit Dead Load 0.000 In 0.0 Area 25.375 1n2 Allowable fb 1,345.50 psi 1,345.50 psi 1,345.50 psi 0.094 in 0.094 in 0.000 in Job # Date: 8:39AM, 21 FEB 06 0.0 0.00 ft 0.00 ft 0.00 ft Beam Design OK Total Load 0.000 in 0.0 0.000 in 0.0 8 Rev: 580004 User: KW-0802611, Ver 54.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calculations Description [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x10 Beam Width Beam Depth Member Type Load Our. Factor Beam End Fixity [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Deflections Span= 12.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow Po 709.74 psi Fb 1,242.00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @Left @ Right Stress Caics Bending Analysis Ck 31.887 Cf 1.200 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max Right Reaction R4 Le Rb DL DL DL 3.500 in 9.250 in Sawn 1.150 Pin -Pin Dead Load -0.081 in 6.000 ft 1,781.2 • D.L. Dell ... 0.121 in 0.000 in 0.000 in 2.95 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 5.17 fv Fv 0.000 ft 0.000 Max Moment 2.95 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.29 k 6.218 in2 207.00 psi 0.98 k 0.98 k 64.00 #/ft #/fl #/ft 0.571 : 1 3.0 k -fl 5.2 k -ft at 6.000 ft at 12.000 ft 39.76 psi 207.00 psi Total Load -0.207 in 6.000 ft 695.11 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E Sxx 49.911 in3 G 984.000 Sxx Reo'd 28.52 in3 0.00 M3 0.00 In3 @ Right Support 1.29 k 6.218 in2 207.00 psi Bearing Length Req'd Bearing Length Req'd 12.00 ft Lu ft Lu ft Lu 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi 100.00 #/ft #/ft #/ft 1.3 k 6.7 k @ Left 0.98 k @ Right 0.98 k Camber. @ Left 0.000 in @ Center 0.121 in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear. 0.38 k 0.38 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Deft Dead Load 0.000 in 0.0 Area 32.375 in2 Allowable fb 1,242.00 psi 1,24200 psi 1,242.00 psi 0.450 In 0.450 In 0.000 in 0.0 Job # Date: 8:39AM, 21 FEB 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 0.98 k Max 0.98 k Total Load 0.000 in 0.0 0.000 in 0.0 9 Rev: 580004 User: KW -0802611, Ver5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calculatlons L Description 'Deflections R5 [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Section Name 2x4 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary I DL DL DL 1.500 in 3.500 in Sawn 1.150 Pin -Pin Span= 2.00ft, Beam Width = 1.500in x Depth = 3.5in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 160.65 psi Fb 1,466.25 psi Center Span... Dead Load Deflection -0.002 in ...Location 1.000 ft ...Length/Defl 14,515.4 Camber ( using 1.5 D.L. Defl ) ... @ Center 0.002 in @ Left 0.000 in @ Right 0.000 In 0.110 1 0.0 k -ft 0.4 k -ft 0.04 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 0.37 fv 16.68 psi Fv 172.50 psi L Stress Calcs I Bending Analysis Ck 29.576 Cf 1.500 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 0.04 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.09 k 0.508 in2 172.50 psi 0.08 k 0.08 k 32.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.004 In 1.000 ft 5,664.53 LL LL LL Sxx 3.063 in3 CI 82.000 Svc Rea'Q 0.34 in3 0.00 in3 0.00 In3 @ Right Support 0.09 k 0.508 in2 172.50 psi Title : Dsgnr: Description : Scope: Maximum Shear * 1.5 0.1 k Allowable 0.9 k 1.000 ft Shear @ Left 0.08 k 0.000 ft @ Right 0.08 k Camber. @ Left 0.000 in @ Center 0.002 in Reactions... @ Right 0.000 in Left DL 0.03 k Max 0.08 k Right DL 0.03 k Max 0.08 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd 2.00 ft Lu ft Lu ft Lu 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 50.00 #/ft #/ft #/ft Area 5.250 in2 Allowable lb 1 466 25 psi 1,466.25 psi 1,466.25 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.135 in 0.135 in Job # Date: 8:39AM, 21 FEB 06 0.00 ft 0.00 ft 0.00 ft 0.000 in 0.000 in 0.0 0.0 10 Beam Design OK L too littivvimr9 � � t * ( b RI l'I JOIS D - ADJUST SLOGAN ro cLedR HEAT RUN RE. DETAIL IO2/Su In10 HF.9 • IS' OG YRO. -Sd EA RAITRR TO CJ, cvia VG' 055 Trio WALL SHEARING LNA CONT. SV ROOF ea Eno I� SHE OSp IC1.}' •H EdT SG • 6 OG. NA •I•'OL 144 CLIP FA dFP. ( dONST FOR .0. L J nR CODIT I LE71 25 .16 OC. I G=ARAGE G LEN DETAIL 4 LR••I•-e• NOTE: • ALL FLOOR JOISTS TO SS PER PLAN • ALL FLOOR JOIST TO ea moos • eEATEN • NEE !IAN FLOOR BEET 3 IOR 5E4196 Elms. • ALL DEAMS NO •EAOER5 TO SE vERPIED IRA S TATED eeefRRG CALCULATIONS. THIS OFFICE MST 65 NOTIFIED WITH ANY VARIATION EEFcfl PROCEEDING. • ALL RANGERS To BE LU61I0 I LU5110-I OR EOSVSLERT • M•y I ; DEARIG • ENO OF JETS. FILE NC 6103 SHEET A I SITTS & HILL ENGINEERS , INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT LhOEA riA (Mild f Lan 3011P et.1 OWEE 3 bb ;_er_t t Aint). _Oat tgY haiti L PA?. „Lilt , • , r 14:4 f=b 1I3JxjD 15E ! ! ! : DESIGNED k • DATE in In JOB 12190 CHECKED DATE (-I) 5 117 SHEET 120F - -.:---' - - - -. - - -- ifrklic -- irt . .66r1 -- frkfirte-i I; : , ] -----------i --- -- ,: Akii ,II2:141;:filitliTT141..-„ • , u), v - L ,.., ' , ......-r L ..1 • i -t, v314. s kEu! 7 :32 5 p : : ' ! ' ' ; . ! ! —w : • , ' • -!-, , - V..- • • . tri .-- ; I.,k2b k ( i .3 ...10, 1 . 7.- 1 p n rfr, .1 , • ' -, '. , fr----- k- u ,i ' „ . • . 2 165 s • " -1) 7k . • 5 ! /4.4- fl 52 q. ; . • r 1 1 112 Tithn r •-• - _ S - a - : ; - usE 5 gart,_;!c 1 .rz G IlL 7-11 2 M :Ili 4.6 fr 1);j6- i ?19 ; 1- — • ! • 1 ., _,.i ... .. ,........2.2.Htt.igr.Lti.21.(3)...52. 4.11 • ; ; : ! ! ! !.. , , . I • I _ i _ . , . ' I , ili,Li I.2 IL ! 4 ' fQ ri2- t i ID - '121.6! ! ! ! ! T,LF_ ' ; -: ' ' if; • " i . ' I - la !' ! ! ; • I ' - ; !, bi, •- ig Iir ! _LI.L. 7 - ; ' 16! ! L : : ! " :"-! • -, - I f ; ' i if - - r - .-!- i - , ■ • • : . ' 1 • I _ ; r ; 1 ,_ ‘, . r I 1 • . ! ) 7 r Y■tigi pt]_;r7., g 42, 7 , -; . , „ — bt. t 4 , i, ,. _ 1 L , .„... !;:.,, _ , !, 25 ! , t --I • -I- ..1._ i - • T IT V % -. -i r -3 . "42 DE._ J_ L. _:,..4.. i_. . _L_ '..._.. " i..r : , . • 1 • , : - • . - - . H r ;T- - - tor - -i- -; 19 1.111:i. Tti," - ± itc64-1471 - 161 ' - 1 • h:fAtaf,_, _-_' 1 :•-•; .J.-_:••-- ,--., -i. -i.. --- i- - - - ' , • _ ' ,i(d.1...1...!yi_y_ bf_,_7, i it_.1.___I : i I :_:.4..___., ; . .! !, . : 1 : i : , • .! -- "In6-..,:11;5;3 4 . 1" 4 th ,_,.....i.. :,i , : : t I , ■ I : I f I i ■ ■ . , I i I • I I I , I l • j I I I T i i ! I IbILLi '''' 4i)1.4:11.0k191±,,.5_i3..Jat ! ! .4_ ! L4___4. ! ; ; ' ' , . ! , . . • , , . ; : • : ; i : ! ' • ; : . , ! . . • : .- : • ; -4 . tin' -i , . . : ; , r ; . I r !! : - :!'; 1 i : !' : ! . : . .... F . I I I 4 , . . 1 i _ J ' ! 1 ! ' • , , ' I 11 ' L, 7', : -. ' ';---T---r- --i - , • , ' : ! ' • , - :_ilJa.i;.iitlliTplatc_E41;35 ,IDki- - --..! ._ 1 4' - ' 7 • i !!! ! ! r! 4 tr),; i , , : , , ! „ , • ! , { SITTS & HILL ENGINEERS, INC. DESIGNED Kra DATE DZ 'Visa JOB /Z.n0 TACOMA, W SHINGTON j,f(s,2�.53) 474 -9449 / CHECKED DATE SHEET PROJECT • _t J' fl 17 UJ l tt1? a0 /I2 056 U7,03 1a OF^ Tr ,-G LL r j .VJnL;= Iz -.E[] Tt . � y o vJu = 16 [_` ,.1 + IDJkif4:[t, 12Z. 1131-r -z _z 5,[tI .14 21 , b ...' fr - CBDIIb Ibt `lrvrrr t ecuuS 400 11.E 5 I/z 1 7z ifD(r� Rev: 580004 User KW-0602611, Ver 5.8.0, 1-Dec-2003 _ (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calculatlons Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Deflections Section Name 5.125x10.5 Beam Width 5.125 in Beam Depth 10.500 in Member Type GluLam Load Dur. Factor Beam End Fixity [Full Length Uniform Loads r Center Left Cantilever Right Cantilever Trapezoidal Loads r #1 DL @ Left DL @ Right Dead Load Live Load ...distance Summary 9 672.0 lbs 1,050.0 lbs 7.000 ft I Po 549.91 psi Fb 2,400.00 psi Center Span... Deflection ...Location ... Length/Defl Camber ( using 1.5 • D. Center @ Left @ Right DL DL DL 1.000 Pin -Pin 426.00 #/ft 426.00 #/ft lbs lbs 0.000 ft 90.00 #/n #/ft #rn LL @ Left LL @ Right peed Load Total Load -0.0161n -0.057 In 4.224 ft 4.160 ft 5,950.9 1,676.94 L. Den) 0.024 in 0.000 in 0.000 In Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E lbs lbs 0.000 ft LL LL IL Title : Dsgnr: Description : Scope : 300.00 #/ft #/ft #m Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl 8.00 ft Lu ft Lu ft Lu 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi 525.00 #/ft Start Loc 7.000 ft 525.00 #/ft End Loc 8.000 ft lbs lbs lbs Ibs lbs lbs 0.000 ft 0.000 ft 0.000 ft Span= 8.00ft, Beam Width = 5.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0.325 : 1 Maximum Moment 4.3 k -ft Maximum Shear • 1.5 Allowable 18.8 k-ft Allowable Max Positive Moment 4.32 k -ft at 4.704 ft Shear. Max Negative Moment -0.00 k -ft at 8.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 18.83 Reactions... N 78.04 psi Left DL 0.47 k Fv 240.00 psi Right DL 1.35 k Job # Date: 1:22PM, 4 MAR 06 0.00 ft 0.00 ft 0.00 ft 4.2 k 12.9 k @ Left 1.83 k @ Right 3.96k Camber: @ Left 0.000 in @ Center 0.024 in @ Right 0.000 in Max 1.83k Max 3.96 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.0001n 0.000 In 0.0 0.0 14 Point Loads Y lbs lbs 0.000 ft Beam Design OK Rev: 580004 User: KW- 0602811, Ver 5.8.0, 1- Dec -2003 _ (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 I 12890.ecw:Celculatlons Description 9 Stress Calcs Bending Analysis Ck 22.210 Cv 1.000 Q Center I Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction Le Rb M, V, & D © Specified Locations CO Center Span Location = © Right Cant. Location = Left Cant. Location = 0.000 ft 0.000 Max Moment 4.32 k -ft 0.00 k -ft 0.00 k -ft (� Left Support 2.25 k 9.361 in2 240.00 psi 1.83 k 3.96 k 0.00 ft 0.00 ft 0.00 ft Scope: Sxx 94.172 in3 CI 1834.687 Sxx Redd 21.58 1n3 0.00 in3 0.00 ina aQ Right Support 4.20 k 17.498 in2 240.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Area 53.813 in2 Allowable fb 2,400.00 psi 2,400.00 psi 2,400.00 psi 0.551 in 1.188 in Job # Date: 1:22PM, 4 MAR 06 15 Query Values Shear 1.83 k 0.00 k 0,00 k Deflection 0.0000 in 0.0000 In 0.0000 In L R k ev: 580004 User. KW- 0602611, Ver 5.8.0, 1- Dec -2003 M1983.2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calwlations Description General Information Section Name 5.125x10.5 Beam Width 5.125 in Beam Depth 10.500 in Member Type GiuLam Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever #1 DL @ Left DL @ Right Dead Load Live Load ...distance Summary 1 [Deflections 10 3,444.0 lbs lbs 5.000 ft Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 D. © Center © Left © Right 1.000 Pin -Pin DL DL . DL 426.00 #/ft 426.00 Mt pead Load -0.034 In 3.192 ft 2,097.7 L. Deft ) ... 0.051 in 0.000 In 0.000 In lbs lbs 0.000 ft Span= 6.00ft, Beam Width = 5.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0.830 : 1 Maximum Moment 7.6 k -ft Allowable 18.8 k -ft Max. Positive Moment 7.55 k -ft at 3.384 ft Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Max © Right Support 0.00 k -ft Max. M allow 18.83 Reactions... lb 962.37 psi fv 157.67 psi Left DL Fb 2,400.00 psi Fv 190.00 psi Right DL Title : Dsgnr: Description : Scope: Job # Date: 3:44PM, 4 MAR 06 16 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Full Length Uniform Loads 87.00 #/ft #/ft #/ft LL © Left LL @ Right Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 190.0 psi Fc Allow 650.0 psi E 1,600.0 ksi [Trapezoidal Loads lbs lbs 0.000 ft Total Load -0.063 In 3.096 ft 1,142.49 LL LL LL 6.00 ft ft ft 290.00 #/ft #/ft #/ft 525.00 #/ft Start Loc 0.000 ft 525.00 Mt End Loc 5.000 ft [Point Loads lbs lbs lbs lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft 8.5 k 10.2 k @ Left 4.48 k © Right 5.98 k Camber. @ Left 0.000in @ Center 0.051 in @ Right 0.000 in Maximum Shear 1.5 Allowable Shear: 2.08 k 4.02 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft Beam Design OK Max 4.48k Max 5.98 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 In 0.000 in 0.0 0.0 Rev: 580004 User. KW- 0602611, Ver 5.8.0, 1 -Dec -2003 _ (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 12890.ecw:Calculations Description 10 Stress Calcs Bending Analysis Ck 20.940 Cv 1.000 Center Q Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction Le Rb M, V, & D © Specified Locations © Center Span Location = Right Cant. Location = Left Cant. Location = 0.000 ft 0.000 Max Moment 7.55 k-ft 0.00 k -ft 0.00 k -ft Left Support 5.00 k 26.300 in2 190.00 psi 4.48 k 5.98 k 0.00 ft 0.00 ft 0.00 ft Bearing Length Req'd Bearing Length Req'd Sxx 94.172 in3 CI 4478.748 Sot Req'd 37.76 in3 0.00 in3 0.00 in3 Q Right Support 8.48 k 44.657 in2 190.00 psi Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope: Area 53.813 in2 Allowable fb 2,400.00 psi 2,400.00 psi 2,400.00 psi 1.344 in 1.796 in Job # Date: 3:44PM, 4 MAR 06 17 Query Values Shear 4.48 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in • Rev: 580004 User: KW -0802811, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12590. eav:Calculations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ■ [Deflections Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads I Center Left Cantilever Right Cantilever L Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow tb 848.03 psi Fb 935.00 psi Center Span... Dead Load Deflection -0.114 In ...Location 7.625 ft ...Length/Defl 1,611.8 Camber ( using 1.5 * D.L. Dell) ... at Center 0.170 in @ Left 0.000 in CO Right 0.000 in Bending Analysis Ck 31.716 Cf 1.100 @ Center Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing at Supports Max. Left Reaction Max. Right Reaction n 11 1 Le Rb DL DL DL 1.500 in 9.250 in Sawn 1.000 Pin -Pin Span= 15.25ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin 0.907 : 1 1.5 k -ft 1.7 k -ft 1.51 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 1.67 fv 38.75 psi Fv 150.00 psi 0.000 ft 0.000 Max Moment 1.51 k -ft 0.00 k -ft 0.00 k -ft © Left Support 0.54 k 3,584 In2 150.00 psi 0.40 k 0.40 k 12.00 ft/ft #/ft ft/ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.492 in 7.625 ft 371.94 Sxx CI 7.625 ft 15.250 ft IL LL LL Reactions... Left DL Right DL 21.391 In3 396.500 Svc Read 19.401n3 0.00 In3 0.00 In3 © Right Support 0.54 k 3.584 in2 150.00 psi Title: Dsgnr: Description : Scope: Bearing Length Req'd Bearing Length Req'd 15.25ft Lu ft Lu ft Lu 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 40.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: @ Left © Right Camber: at Left @ Center Right 0.09 k 0.09 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Max Max Dead Load 0.000 in 0.0 Area 13.875 in2 Allowable fb 935.00 psi 935.00 psi 935.00 psi 0.653 In 0.653 in 0.000 in 0.0 Job # Date: 11:34AM, 21 FEB 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.5 k 2.1 k 0.40 k 0.40 k 0.000 in 0.170In 0.000in 0.40 k 0.40 k Total Load 0.000 In 0.0 0.000 in 0.0 18 [Stress Cafes Rev: 580004 User. KW -0802611, Vet 5.8.0,1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Cafculatiions Description [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined [Deflections Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Dead Load Live Load ...distance Point Loads Center Span... Deflection ...Location ... Length/Defl Camber ( using 1.5 @ Center @ Left @ Right 12 61.0 lbs lbs 3.000 ft Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow ft) 92.84 psi Fb 1,080.00 psi DL DL DL Dead Load -0.002 In 2.032 ft 22,498.6 •D.LDefl ) ... 0.003 In 0.000 In 0.000 in Center Span 3.500in Left Cantilever 9.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ks( lbs lbs 0.000 ft 120.00 #/ft It/ft #/ft 0.129 : 1 0.4 k -ft 4.5 k -ft 0.39 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 4.49 fv 12.25 psi Fv 95.00 psi lbs lbs 0.000 ft Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Total Load -0.003 in 2.016 ft 15,841.51 2.080 ft 4.000 ft LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: lbs lbs 0.000 ft 4.00 ft ft ft 57.50 #/ft #/ft #/ft 0.26 k 0.29 k Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Deft Lu Lu Lu lbs lbs 0.000 ft Maximum Shear * 1.5 Allowable Shear. Job # Date: 3:45PM, 4 MAR 06 lbs lbs 0.000 ft 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.4 k 3.1 k @ Left 0.37 k @ Right 0.40 k Camber: @ Left 0.000 in @Center 0.003 in @ Right 0.000in Max 0.37k Max 0.40 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 19 lbs lbs 0.000 ft Rev: 580004 User. xW- 0602811, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 ■ 12890.ecw:Calculations Description 12 Stress Calcs Bending Analysis Ck 34.195 Cf 1.200 Center i Left Support ig Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max Left Reaction Max. Right Reaction Le Rb M, V, & D © Specified Locations Center Span Location = tg Right Cant Location = Left Cant. Location = 0.000 ft 0.000 Max Moment 0.39 k -ft 0.00 k -ft 0.00 k -ft Q left Support 0.35 k 3.694 in2 95.00 psi 0.37 k 0.40 k 0.00 ft 0.00 ft 0.00 ft Scope: Sxx 49.911 1n3 CI 370.250 Sxx Read 4.29 in3 0.00 in3 0.00 in3 Q Right Support 0.40 k 4.175 in2 95.00 psi Beating Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00k -ft Title : Dsgnr: Description : Area 32.375 in2 Allowable lb 1,080.00 psi 1,080.00 psi 1,080.00 psi 0.169 in 0.183 in Shear 0.37 k 0.00 k 0.00 k Job # Date: 3:45PM, 4 MAR 06 Deflection 0.0000 in 0.0000 in 0.0000 in 20 Query Values Rev: 560004 User: KW- 0602611, Ver5.8.0, 1 -Dec -2003 (c)1963 -2003 ENERCALC Engineering Soflware General Timber Beam Page 1 12890.ecw:Calculations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ammessest Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow lb 885.66 psi Fb 935.00 psi Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5* @ Center @ Left © Right Bending Analysis Ck 31.716 Cf 1.100 @ Center Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing (di Supports Max. Left Reaction Max. Right Reaction 13 Le Rb DL DL DL 1.500 in 9.250 in Sawn 1.000 Pin -Pin 16.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E LL LL LL Scope: Span= 13.50ft, Beam Width = 1.5001n x Depth = 9.25in, Ends are Pin -Pin Dead Load -0.093 in 6.750 ft 1,742.5 D.L. Deft )... 0.139 in 0.000 0.000 In 0.947 : 1 1.6 k -ft 1.7 k -ft 1.58 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 1.67 fv 44.91 psi Fv 150.00 psi 0.000 ft 0.000 Max Moment 1.58 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.62 k 4.154 in2 150.00 psi 0.47 k 0.47 k Total Load -0.403 in 6.750 ft 402.30 Sxx CI 21.391 in3 467.775 Sxx Redd 20.26 in3 0.00 1n3 0.00 1n3 CO Right Support 0.62 k 4.154 In2 150.00 psi Title : Dsgnr: Description : Bearing Length Req'd Bearing Length Req'd 13.50 ft ft ft 850.0 psi 150.0 psi 405.0 psi 1,300.0 ksi 53.30 #/ft It/ft #/ft Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Area 13.875 In2 Allowable ib 935.00 psi 935.00 psi 935.00 psi 0.770 in 0.770 In Job # Date: 1:19PM, 3 MAR 06 0.00 ft 0.00 if 0.00 ft LFuli Length Uniform Loads Beam Design OK Maximum Shear * 1.5 0.6 k Allowable 2 . 1 k 6.750 ft Shear. @ Left 0.47 k 0.000 ft @ Right 0.47 k Camber. (di Left 0.000 in @ Center 0.139in Reactions... © Right 0.000 in Left DL 0.11 k Max 0.47 k Right DL 0.11 k Max 0.47 k Dead Load Total Lead 0.000 In 0.000 in 0.0 0.0 0.000 In 0.000 in 0.0 0.0 21 [Stress Calcs Rev: 580004 User: KW-0802811, Ver 5.8.0, 1-Dec-2003 _ (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Caiculalians Description [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user define) Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity [Full Length Uniform Loads I Center Left Cantilever Right Cantilever Summary L iaeflections Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow ib 263.72 psi Fb 1,080.00 psi Bending Analysis Ck 34.195 Cf 1.200 @ Center ' © Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 14. J Le Rb DL DL DL Center Span... Dead Load Deflection -0.003 in ...Location 2.500 ft ...Length/Deft 19,455.7 Camber ( using 1.5 • D.L. Deft) ... @ Center 0.005 in @ Left 0.000 In @ Right 0.000 in Center Span 5.00 ft 3.500 in Left Cantilever ft 9.250 in Right Cantilever ft Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow Pin -Pin Fc Allow E 0.000 ft 0.000 Max Moment 1.10 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.92 k 5.089 in2 180.00 psi 0.88 k 0.88 k 81.00 #/ft #/ft #/ft 2.500 ft Span= 5.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.244 : 1 1.1 k -ft 4.5 k -ft 1.10k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 4.49 fv 28.30 psi Fv 180.00 psi Total -0.013 in 2.500 ft 4,489.78 Sxx CI 5.000 ft LL LL LL Reactions... Left DL Right DL 49.911 in3 877.500 Sxx Req'd 12.19 in3 0.00 ina 0.00 in3 @ Right Support 0.92 k 5.089 in2 180.00 psi Title : Dsgnr: Description : Scope: Beadng Length Req'd Beating Length Req'd 180.0 psi 625.0 psi 1,600.0 ksl 270.00 #/ft 4/ft #/ft Maximum Shear * 1.5 Allowable Shear. @ Left @ Right Camber. @ Left @ Center @ Right 0.20 k 0.20 k oad Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Lu Lu Lu Max Max Dead Load 0.000 in 0.0 [Stress Calcs Area 32.375 in2 Allowable fb 1,080.00 psi 1,080.00 psi 1,080.00 psi 0.401 in 0.401 In 0.000 in 0.0 Job # Date: 1:22PM, 3 MAR 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.9 k 5.8 k 0.88 k 0.88 k 0.000 in 0.005 in 0.000 in 0.88k 0.88 k mesasseemeJ Total Load 0.000 in 0.0 0.000 in 0.0 22 Rev: 560004 User: Kw -0602611, Ver5.8.0, 1- Dec-2003 (c01983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12690.ecw:Calculations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 11 Full Length Uniform Loads Y Deflections Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever #1 DL @ Left DL @ Right [Trapezoidal Loads j Dead Load Live Load ...distance Summary 15 Point Loads J Span= 15.00ft, Beam Width = 5.250in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment -0.00 k -ft at Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow lb 2,201.28 psi Fb 2,900.00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 D. Center @ Left @ Right PrIIm: 5.25x9.5 5.250 In 9.500 in Manuf /So.Pine DL DL DL 1.000 Pin -Pin 122.00 #/ft 122.00 #/ft 19.08 fv Fv Dead Load -0.334 in 7.380 ft 539.0 L. Deft ) ... 0.501 in 0.000 In 0.000 In 72,00 #/ft #/ft #/ft LL @ Left LL @ Right 1,281.0 lbs lbs lbs lbs lbs lbs 525.0 lbs lbs lbs lbs lbs lbs 1.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Depth = 9.5in, 0.759 1 14.5 k -ft 19.1 k -ft 14.49 k -ft at 147.55 psi 290.00 psi Center Span 15.00ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Total Load -0.790 in 7.440 ft 227.76 LL LL LL Ends are Pin -Pin 7.260 ft 15.000 ft Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 240.00 #/ft #ft #/ft 50.00 #/ft Start Loc 1.000 ft 50.00 #/ft End Loc 15.000 ft Maximum Shear * 1.5 Allowable Shear: Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Deft Camber. 2.53 k 1.54 k Job # Date: 2:27PM, 4 MAR 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK 7.4 k 14.5 k @ Left 5.15 k @ Right 3.74 k @ Left 0.000 in @ Center 0.501 in @Right 0.000 in Max 5.15k Max 3.74 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 lbs lbs 0.000 ft 23 Rev: 580004 User. KW- 0602611, Ver 5.8.0, 1 -Dec -2003 _ (0)1983 -2003 ENERCALC Engineering Sofwere General Timber Beam Page 2 I 12390.ecw:Calculations Description 15 Stress Calcs I Bending Analysis Ck 21.298 Cf 1.000 Center Q Left Support Q Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing 0 Supports Max. Left Reaction Max. Right Reaction Le Rb M, V, & D O Specified Locations Center Span Location = Right Cant. Location = Q Left Cant. Location = 0.000 ft 0.000 Max Moment 14.49 k -ft 0.00 k -ft 0.00 k -ft Left Support 7.36 k 25.376 in2 290.00 psi 5.15 k 3.74 k 0.00 ft 0.00 ft 0.00 ft Scope: Sxx 78.969 in3 CI 5149.332 S>oc Read 59.94 in3 0.00 in3 0.00 in3 Right Support 5.05 k 17.416 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Area 49.875 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 1.509 in 1.097 in Job # Date: 2:27PM, 4 MAR 06 24 Query Values I Shear 5.15 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Rev: 580004 User. KW -0602611, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCAOC Engineering Software General Timber Beam Page 1 12890.ecw:Calculations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 'Deflections 16 Section Name 4x10 Beam Width Beam Depth Member Type Load Our. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Trapezoidal Loads #1 DL @ Left DL @ Right Summary Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max 'a Right Support Max. M allow Ib 614.56 psi Fb 1,080.00 psi Center Span... Deflection ...Location ...Length/Deft Camber t using 1.5 * D. @ Center © Left © Right Bending Analysis Ck 34.195 Cf 1.200 @ Center (0 Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin 122.00 #/ft 122.00 #/ft Dead Load -0.021 In 3.250 ft 3,697.4 L. Dell ) ... 0.032 In 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 2.56 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.81 k 10.067 in2 180.00 psi 1.57 k 1.57 k 72.00 #/ft #/ft #Rt LL @ Left LL @ Right Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 2.6 k -ft 4.5 k -ft at 3.250 ft at 6.500 ft 2.56 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.49 fv 55.97 psi Fv 180.00 psi Span= 6.50ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.569 1 Total Load -0.053 in 3.250 ft 1,482.03 LL LL LL Reactions... Left DL Right DL Sxx 49.911 in3 CI 1572.999 Sxx Rend 28.40 in3 0.00 in3 0.00 in3 © Right Support 1.81 k 10.067 In2 180.00 psi Title : Dsgnr: Description : Scope: 50.00 #/ft 50.00 #/ft Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Deft Bearing Length Req'd Bearing Length Req'd 6.50 ft ft ft 240.00 #/ft #/ft #/ft Lu Lu Lu Start Loc End Loc Maximum Shear * 1.5 Allowable Shear. @ Left @ Right Camber: © Left Center @ Right 0.63 k Max 0.63 k Max Area 32.375 in2 Allowable fb 1,080.00 psi 1,080.00 psi 1,080.00 psi 0.719 In 0.719 in Job # Date: 2:27PM, 4 MAR 06 0.00 ft 0.00 ft 0.00 ft 0.000 ft 6.500 ft Beam Design OK 1.8 k 5.8 k 1.57 k 1.57 k 0.000in 0.032in 0.000 in 1.57k 1.57 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 25 'Stress Calcs Rev: 580004 User. KW -0602611, Ver 5.8.0, 1- Dec.2003 _ (4)1983.2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Celculations Description [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC 2003 NFPA 5000. Base allowables are user defined I Section Name 5.125x16.5 Beam Width 5.125 in Beam Depth 16.500 In Member Type Glu Lam Load Dur. Factor Beam End Fixity [Trapezoidal Loads #1 DL Q Left DL Q Right #2 DL @ Left DL @ Right S umma ry 17 Span= 19.50ft, Beam Width = 5.1251n x Depth = 16.5in, Ends are Pin -Pin Max Stress Ratio 0.578 : 1 Maximum Moment 26.3 k -ft Allowable 45.4 k -ft Max. Positive Moment Max. Negative Moment Max 0 Left Support Max 0 Right Support Max. M allow lb 1,354.57 psi Fb 2,342.07 psi Defiections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 *D. Center (0 Left Right Bending Analysis Ck 22.210 Le Cv 0.976 Rb Center Left Support 0 Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing Q Supports Max. Left Reaction Max. Right Reaction 1.000 Pin -Pin 141.00 #/ft 141.00 #/ft 117.00 #/ft 117.00 #/ft ad Load -0.120 In 9.672 ft 1,947.6 L. Deft ... 0.180 in 0.000 in 0.000 in 26.25 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 45.39 fv 86.09 psi Fv 240.00 psi 0.000 ft 0.000 Max Moment 26.25 k -ft 0.00 k -ft 0.00 k -ft Left Support 7.28 k 30.332 in2 240.00 psi 5.66 k 5.16 k LL . Left LL @ Right LL © Left LL Q Right Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi Total Load -0.521 in 9.672 ft 449.45 Maximum Shear * 1.5 7.3 k Allowable 20.3 k 9.360 ft Shear. @ Left 5,66 k 0.000 ft @ Right 5,16 k Camber. 0 Left 0.000 in Q Center 0.180 in 0 Right 0.000in 1.31 k Max 5,66k 1.19 k Max 5.16 k Reactions... Left DL Right DL Title : Dsgnr: Description Scope : 470.00 #/ft 470.00 #/ft 390.00 #/ft 390.00 #/ft Sxx 232.547 in3 CI 5663.248 Sxx Ren'd 134.50 in3 0.001n3 0.00 in3 ig Right Support 6.73 k 28.044 in2 240.00 psi Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Deft Bearing Length Req'd Bearing Length Req'd 19.50 ft ft ft Area Lu Lu Lu Start Loc End Loc Start Loc End Loc 84.563 in2 Allowable tb 2,342.07 psi 2,342.07 psi 2,342.07 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 1.700 In 1.549 in Job # Date: 3:45PM, 4 MAR 06 0.00 ft 0.00 ft 0.00 ft 0.000 ft 9.000 ft 9.000 ft 19.500 ft Beam Design OK 0.000 in 0.000 in 0.0 0.0 26 Stress Caics Rev: 580004 User: KW- 0602611, Ver 5.8.0, 1 -Dec -2003 (c)1963 -2003 ENERCALC Engineering Software General Timber Beam Page 1 II 12890.ecw:Calculations Description 'Deflections Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right #3 DL @ Left DL @ Right Dead Load Live Load ...distance Summary tb 1,366.04 psi Fb 2,342.07 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 • @ Center @ Left @ Right 18 (Dead + 0.75Live + 0.75Snow + 0.75W ind) 'General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x16.5 Beam Width 5.125 in Beam Depth 16.500 in Member Type GluLam Full Length Uniform Loads 'Trapezoidal Loads r 80.0 lbs 125.0 lbs 11.500 ft 1 DL DL DL 1.600 Pin -Pin 122.00 #/ft 122.00 #/ft 122.00 ##ft 122.00 #/ft #/ft #/ft 80.0 lbs 125.0 lbs 16.500 ft Dead Loaf! -0.245 In 10.218 ft 954.5 .L. Deft) ... 0.368 in 0.000 in 0.000 In 75.00 t#ft #/ft #/ft LL a Left LL @ Right LL @ Left LL @ Right LL @ Left LL @ Right Span = 19.50ft, Beam Width = 5.125in x Depth = 16.5in, Ends are Max Stress Ratio 0.583 : 1 Maximum Moment 26.5 k -ft Allowable 45.4 k -ft Max. Positive Moment 26.47 k -ft at 11.232 ft Max. Negative Moment -0.00 k -ft at 19.500 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 45.39 fv 92.22 psi Fv 264.00 psi Fv Allow Fc Allow E 999.2 lbs lbs 11.500 ft Total Load -0.572 in 9.984 ft 409.03 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: Center Span 19.50 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir (Horizontal), 24F -V4 Fb Base Allow 1,500.0 psi Pin -Pin 165.0 psi 560.0 psi 1,600.0 ksi 187.50 #/ft #/ft #/ft 37.50 #/ft Start Loc 37.50 #/ft End Loc 37.50 #/ft Start Loc 37.50 #/ft End Loc 97.20 #/ft Start Loc 97.20 #/ft End Loc 'Point Loads r 999.2 lbs lbs lbs lbs 16.500 ft 0.000 ft 7.8 k 22.3 k @ Left 4.41 k @ Right 5.89 k Camber: @ Left 0.000in @ Center 0.368 in @Right 0.000in Maximum Shear • 1.5 Allowable Shear: 1.51 k 2.78 k Left Cantilever... Deflection ...LengthlDefl Right Cantilever... Deflection ...Length/Defl Job # Date: 1:49PM, 6 MAR 06 9.000 ft 11.500 ft 16.500 ft 19.500 ft 0.000 ft 19.500 ft lbs lbs 0.000 ft 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000ft Beam Design OK Max 4.41 k Max 5.89 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 27 Rev: 580004 User. KW -0602611, Ver 5.8.0, 1 -Dec -2003 (0)1983 -2003 ENERCALC Eng(neering 8oAware General Timber Beam Page 2 12890.ecw:Celalaeons Description Bending Analysis Ck 20.940 Cv 0.976 Center Left Support Right Support Shear Analysts Design Shear Area Required Fv: Allowable Bearing et Supports Max. Left Reaction Max. Right Reaction 18 (Dead + 0.75Live + 0.75Snow + 0.75W ind) Stress Calcs I Le Rb 0.000 ft 0.000 Max Moment 26.47 k -ft 0.00 k -ft 0.00 k -ft Left Support 5.90 k 22.360 1n2 264.00 psi 4.41 k 5.89 k L Query Values M M, V, & D @ Specified Locations Center Span Location = Right Cant. Location = © Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Scope : Sxx 232.5471n3 CI 4412.324 Sxx Read 135.64 in3 0.001n3 0.00 in3 Right Support 7.80 k 29.540 1n2 264.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00k -ft 0.00 k -ft Title : Dsgnr: Description : Area 84.563 Allowable fb 2,342.07 psi 2,342.07 psi 2,342.07 psi 1.537 in 2.051 in Shear 4.41 k 0.00 k 0.00 k Job # Date: 1:49PM, 6 MAR 06 Deflection 0.0000 in 0.0000 in 0.0000 in 28 m r n Z m I I PROJECT: PLAN 3016 CHARTER HOMES DATE: I -18 -06 1 -21 -06 29 A nrClnrK Al nrC1 /. arch At-r[ SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 LOWER FLOOR FRAMING 19. DL := 12 psf Fb := 900 psi Cd := 1.0 C := 1.0 LL := 40 psf F.,, := 180 psi CF := 1.2 Span 4 ft E:= 1600000 psi C 1.0 TW:= 14 +9 ft w:= (DL + LL)•TW + 90 w = 1286 plf Fly := Fb•Cd•CFCr C; F = 1080 psi M w Span n M = 2572 lb-ft F F v d -C •C F Y= 180 psi max 8 max Y V, , := w Span V = 2572 lb E' := E-C; E' = 1600000 psi 2 V A := 1.5• e d ray = 21.43 in F M, 12 S , py = 28.58 in Fb• Use a 4x10 D.F. #2 b := 3.5 in h := 9.25 in b-h 3 3 I:= 12 5•w•Span 384•E'•I Span- 12 allow 360 = 230.84 i e = 0.02 in Sanow = 0.13 in PROJECT: CHARTER HOMES PLAN 3106 A := 32.38 in S 49.91 in 12890 Gravity.mcd 02/21/06 3 d esign KJH 11 chk BRL CHARTER HOMES PLAN 3106 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 PROJECT: CHARTER HOMES PLAN 3106 12890 Gravity.mcd 02/21/06 31 design KJH chk 8RL 20. DL := 12 psf LL = 40 psf Span := 5.5 ft TW:= 12.5 ft w:= (DL + LL)•TW w• Span 2 Mme` 8 w•Span Vmax :o 2 A res .– 1.5 Fv Mmaz 12 mg • Fy b = 3.5 in h := 9.25 in 'max 5•w•Span °8 384•E'•I Span. 12 fallow 360 A = 14.9 in S q = 27.31 in Use a 4x10 D.F. #2 A 0.036 in fallow = 0.18 in F6 := 900 psi F 180 psi E := 1600000 psi w = 650 plf Mmax = 2457.81 ' lb•ft Fv Fv C -C; Vmax = 1787.5 lb E':= E•C 3 I := b — I = 230.84 in 12 A := 32.38 in S := 49,91 in Cd:= 1.0 CF:= 1.2 C 1.0 C, ;= 1.0 F = 1080 psi F = 180 psi E' = 1600000 psi CHARTER HOMES PLAN 3106 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 PROJECT:12890 CHARTER HOMES PLAN 3016 12890 Gravity - KJH.mcd 03/06/06 32 design KJH chk BRL Stud Wall Analysis ps; psf a 144 plf = psf•ft lb = plf•ft HF #2 H: =9•ft F, := 1300•psi CD = 1.15 CFb := 1.3 C 1 C I C 1 Cp := 1.10 C r : 1.15 F, 405•psi Fb:= 850•psi F'b:= F C F' = 1461 psi F" FC CD•CF F" = 1645 psi E = 1300000•psi Axial Load Capacity (DL +LL) Slenderness Ratio (SL) SL:= h C:= 0.8 K := 0.3 K F� :_ Cb C :_ SL t + 0.375•in FOE =101 psi I + I+ P "c F'c 2•C 2•C Cp F " F' = 838 psi PmaxBearing Cb•A•F,, FCE Pi C = 0.51 C PmaxB Try - 2x6 Studs © 16" o.c. t:= 1.5•in h 5.5•in A:= t•h t•h I:= 12 S:= c P = 19171b = 41771b Pit := [(16•psf + 25•psf)•(21•ft) + (12•psf + 40•psf)•(7.5•ft) + 190•plf]•1.33•ft PDL:= [(16•psf)•(21•ft) +(12•psf)•(7.5•ft) + 190p]f]•133•ft Pmax if (PmaxBearing < PmaxAxial Pmacnearing, PmaxAxiai) A= 8.3in I = 20.8 in S =7.6in PmaxAxial := F� A P = 6910 lb h 2 PDL = 819lb < Pmax = 41771b O_K PLAN 3016 SITTS & HILL ENGINEERS INC. PROJECT :12890 CHARTER HOMES PLAN 2901 SO. 40th St., Tacoma, WA 98409- 3016 5697 Telephone (253) 474 -9449 12890 Gravity- KJH.mcd 03/06/06 33 design KJH chk BRL Axial Stress (DL +Wind) Co 1.33 F"c Fi CD•CFc Pm_ fpL -' A FOE 1 +— F ", F " = 1902 psi F + c1; \2 1 F " C :_ L 2- C \l 2- C i for. = 99psi Bending Stresses CD:= 1 F'b:= Fb•CD•Cpb W„bd:= 14.4•psf•1.33•ft wwind M 8 M Sfey Fib fb := fb = 308 psi Combined Stresses l z fDLI + 1 fb – 0.28 F J 1 – F' FOE M = 194 ft-lb Cont. wall Footing Design Soil Bearing Pressure (S S6:= 1500-psf Pp = 19171b Pn 1.33-ft Sb FOE P. C < 1 O.K. C = 0.46 Pb = 1271 psi Fwidd, = 0S6 ft F' := C F", F' = 866 psi S 1eq = 1.831n < S = 7.56 in O.K. USE 2x6 Studs 0 16" o.c. USE 1'4" x 8" thick continuous footing PLAN 3016 SITTS & HILL ENGINEERS INC. PROJECT:12890 CHARTER HOMES PLAN 2901 SO. 40th St., Tacoma, WA 98409- 3016 5697 Telephone (253) 474 -9449 12890 Gravity - KJH.mcd 03/06/06 34 design KJH chk BRL (2) - 2x6 HF #2 Built -Up Post F 1300 -psi CD:= 1 F 1300000 -psi F ", F, F " 1430 psi Axial Load Capacity Slenderness Ratio (SL) SL := — t FcE C :_ K SL F 1 + F " _ 2•C F' := Cp F" a F' = 287 psi P := F'e A (2) - 2x6 HF #2 Built - Up Post PmaxAxial = 4728 lb Base Plate Bearing Stress t + 0.375•in Cb t C 0.8 K := 0.3 C 1.3 CM 1 C 1 C 1 CF,:= 1.1 FOE = 301 psi F 2 1 + Foe F", F� Kf 2-C C Cb = PmaxBearing Cb•F„p -A PrimicHearing = 75181b "max if(PmaxBearing < PmaxAxial, PmaxBearing ,PmaxAxial) Pmax = 4728113 H:= 9•ft psf := p s i 144 (2) -2x6 HF #2 Built -Up Post Properties Kf:= 1 h := 5.5 -in t:= 2.1.5•in A:= t•h t•h 3 I: 12 S := _2 h C = 0.2 plf := psf•ft lb:= plf -ft 405-psi P c]) .Kf = 0.6 for unbraced nailed .wilt up posts - 0.75 for bolted 1.0 for braced built up posts) A = 16.5 in I = 41.6 in S = 15A in PLAN 3016 6ITTS & HILL ENGINEERS INC. PROJECT:12890 CHARTER HOMES PLAN 2901 SO. 40th St., Tacoma, WA 98409- 3016 5697 Telephone (253) 474 -9449 12890 Gravity- KJH.mcd 03/06/06 35 design KJH chk BRL (3) -2x6 HF #2 Built -Up Post F,:= 1300•psi CD:= 1 Cgb:= 13 CM:= 1 C t := 1 C 1 Cp 1.1 F 405•psi B':= 1300000 psi F " F, CD. Cr, F " = 1430psi Axial Load Capacity Slenderness Ratio (SL) SL := H C:= 0.8 Kcg := 0.3 KOE•E' FcE SL F',:= Cp'F"c (3) -2x6 HF #2 Built -Up Post PmaxAxial = 14678 lb Base Plate Bearing Stress Fcg = 677 psi 2 F 1 + Fcg F F e F', = 593 psi PmaxAxiai := C _ t + 0.375•in C = I.08 b b PmxBearin ag C j•Fcp A "maxBeanng = 10859 lb "max if(PmaxBearing <PmaxAxial ■"maxBearing "maxAxial) E = 10859 lb H:= 9-ft psf psi 144 (3) -2x6 HF #2 Built -Up Post Properties Kf:= I h := 5.5 -in t:= 3.1.5-in Fcg 1+ F " 2•C C Kf Cp = 0.41 2-C A t•h A = 24.8 in 3 I.= th I= 62.4 in 12 S := 11 - S = 22.7 in h plf := psf•ft lb := plf•ft .Kf = 0.6 for unbraced nailed built ip posts - 0.75 for bolted 1.0 for braced built up posts) PLAN 3016 SITTS & HILL ENGINEERS INC. PROJECT:12890 CHARTER HOMES PLAN 2901 SO. 40th St., Tacoma, WA 98409- 3016 5697 Telephone (253) 474 -9449 12890 Gravity- KJH,mcd 03/06/06 3 &sign KJH chk BRL 4x4 HF #2 Post F 1300-psi CD:= 1 E':= 1300000-psi F " F F " 1495 psi Axial Load Capacity Slenderness Ratio (SL) SLR H h K FCE:= SL C r F' := Cp F " 4x4 HF#2 Post Cb C: =0.8 K =0.3 FCE 1 +— 1 P max 4 = 4694 lb P = 46941b FcE = 410 psi F a )2 rc Pc 2-C \ 2-C Base Plate Bearing Stress t + 0.375•in PmaxBearing Cb•Fcp CFb := 1.5 C := 1 C := 1 C := I CF := 1.15 F := 405 -psi Fcs P C F' = 383 psi P max A x i a l re it Cb = 1.11 PmaxBearing = 5493 lb P max := if(PmaxBearing < PmaxAxial ,PmaxBearing,PmaxAxjal) psi H 9-ft psf :_ 144 4x4 HF #2 Post Properties Kf 1 h := 3.5-in t:= 3.5-in := _2 h Kt' C =0.26 A:= t -h A = 12.3 in th 3 I:= I= 12.5in 12 plf psf-ft lb := plf-ft .Kt= 0.6 for unbraced nailed built .p posts - 0.75 for bolted 1.0 for braced built up posts) S = 7.1 in PLAN 3016 MCE Ground Motion - Conterminous 48 States Zip Code - 98102 Central Latitude = 47.634467 Central Longitude = - 122.319935 Period MCE Sa (sec) ( %g) 0.2 149.9 MCE Value of Ss, Site Class B 1.0 052.0 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 149.9 Sa = FaSs, Fa = 1.00 1.0 078.0 Sa = FvS 1, Fv = 1.50 37 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253)474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 38 design KJH chk BRL LATERAL ANALYSIS : AS PER SECTION 1616.6 OF THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE, THE HORIZONTAL SEISMIC FORCE "Qe" SHALL BE DETERMINED BY ONE OF THE TYPES OF ANALYSES PERMITTED BY SECTION 9.5.2.5.1 OF ASCE 7 -02. AS PERMITTED IN SECTION 9.5.2.5.1 OF ASCE 7 -02, THE EQUIVALENT LATERAL FORCE PROCEDURE DESCRIBED IN SECTION 9.5.5 OF ASCE 7 -02 SHALL BE USED TO DETERMINE THE SEISMIC FORCE "Qe ". AS PER SECTION 1617.1 OF THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE, THE SEISMIC LOAD EFFECT "E" FOR USE IN THE BASIC LOAD COMBINATIONS OF SECTION 1605.3 (OR SECTION 2.4.1 OF ASCE 7 -02) SHALL BE DETERMINED IN ACCORDANCE WITH SECTION 9.5.2.7 OF ASCE 7 -02. R := 6 S := 1.499 Si := 0.520 SOS Sot F := 1.0 F,,:= 1.5 I:= 1.0 T C 0.02 x := 0.75 k C,, h„ := 18.5•ft h w D w RESPONSE MODIFICATION COEFFICIENT, TABLE 9.5.2.2 MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS MAPPED SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIOD DESIGN SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS DESIGN SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIOD ACCELERATION BASED SITE COEFFICIENT, TABLE 9.4.1.2.4a VELOCITY BASED SITE COEFFICIENT AT ONE SECOND PERIOD, TABLE 9.4.2.4b OCCUPANCY IMPORTANCE FACTOR, TABLE 9.4.1 FUNDAMENTAL PERIOD OF THE STRUCTURE IN SECONDS, EQUATION 9.5.5.3.2 -1 FUNDAMENTAL PERIOD COEFFICIENT, TABLE 9 5 5 3 2 FUNDAMENTAL PERIOD COEFFICIENT, TABLE 9.5.5.3.2 EXPONENT RELATING TO THE PERIOD OF THE STRUCTURE, SECTION 9.5.5.4 VERTICAL SEISMIC DISTRIBUTION FACTOR, EQUATION 9.5.5.4 -2 HEIGHT IN FEET ABOVE THE BASE TO THE HIGHEST LEVEL OF THE STRUCTURE HEIGHT IN FEET ABOVE THE BASE OF THE STRUCTURE TO LEVEL "n" WEIGHT OF THE STRUCTURE AT LEVEL "n" SEISMIC DESIGN CATEGORY psf := lb SEISMIC WEIGHT OF STRUCTURE ft z rh " T := C ft T = 0.1784 k:= if[T50.5,1,1 ifl T22.5,2,1 + 2 Sin = 3 — Fe Ss SOS Cs1 Sim = 0.999 SDI 2.52 Tlll Csmex Csmin := 0.044SDS•I C. ) C max(min(Csi,Csmax),Csmin) I` C = 0.167 R k =1 2 SDI :="- 3'FdSt SDI = 0.52 lb plf := ft PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO.40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 39 design KJH chk BRL SEISMIC FORCES SHALL BE DISTRIBUTED VERTICALLY IN ACCORDANCE WITH SECTION 9.5.5.4 wR:= 2188•11 w2:= wR• 16•psf w2 = 350081b wlp:= 1362.11 WUp= 1362ft woR := 463. ft2 WQR = 463 ft w := (waR+ wjp).(12•psf + 10.psf) w = 40150 lb w2•h2 C :_ w2.h2 + wl•hi Wl•hl Cvl := w2rh2 wl-hl V2 := C + WI) C 2 = 0.623 C "l = 0.377 THE SEISMIC FORCE AT EACH LEVEL OF THE STRUCTURE SHALL BE DETERMINED IN ACCORDANCE WITH EQUATIONS 9.5.5.2 -1 AND 9.5.5.4 -1 V2 = 7802.1 lb V := C (w + w V = 4715.91b CONSERVATIVELY, ASSUME A REDUNDANCY FACTOR OF 1 / 0.7, WHICH IS APPROXIMATLEY EQUAL TO 1.4 1 p• _ 0.7 THE SEISMIC FORCE "V" IS A STRENGTH LEVEL FORCE - REDUCE THE SEISMIC FORCE TO THE ALLOWABLE STRESS LEVEL "E" EE2 := 0.7V212 EE2 = 7802.1 lb EE := 0.7V EE = 4715.91b THE CONTROLLING LOAD COMBINATION FOR THE SEISMIC ANALYSIS OF THE WOOD SHEARWALLS IS LOAD COMBINATION 8 OF SECTION 2.4.1 OF ASCE 7 -02, SHOWN BELOW: 0.6D + 0.7E + H AS THE SHEARWALLS WILL NOT BE LOADED BY EITHER LATERAL EARTH PRESSURE, GROUND WATER PRESSURE OR PRESSURE DUE TO THE PRESENCE OF BULK MATERIALS, "H' MAY BE TAKEN AS EQUAL TO ZERO. THE COEFFICIENT "0.7" BEFORE THE SEISMIC LOAD EFFECT FACTOR "E" IS THE REDUCTION TERM TO CONVERT THE STRENGTH LEVEL FORCES TO THE ALLOWABLE STRESS LEVEL FORCES. AS THE SEISMIC FORCES HAVE ALREADY BEEN CONVERTED TO ALLOWABLE STRESS LEVEL, THE EFFECTIVE LOAD COMBINATION IS AS FOLLOWS: 0.6D + E AS PER SECTION 9.5.2.7 OF ASCE 7 -02, THE VERTICAL SEISMIC EFFECT TERM "0.2 Sds D" NEED ONLY BE USED IN LOAD COMBINATIONS 3 AND 4 IN SECTION 2.4.1 OF ASCE 7 -02. THE VERTICAL SEISMIC EFFECT TERM SHALL NOT APPLY TO THIS ANALYSIS. h 18.5.ft h := 9.75.ft PLAN 3016 —I Eat I■ si IIIIIII 1 -a ©- I /WI kL1111111 ^ 3- wDa - -al II ...... =1 � I�� 14 CORN W rNDE ]M3 OVER x. IRO V UPPER FLOOR MAN 0. ,B, 5/4ND BARGE BOARD / S3 TRIM IB }p r w c 4111111. II METAL GUTTER ,L �E��a l� IIIIIt. I. T 4 nom �I fiS ■�■ iR ut - � � C liiirgr TM MM. Coal TOE COMPOSITION ROOFN6 PETAL GUTTER a NS FASCIA 2)0 OVER IXa TROT 6• HORIL BEVEL q 610RG ] •, I10 R.AEN MAN FLOOR STME VEER MASTIK APPLIED AS PER MARPACTIES SPECS. UPPER FL. E. 7 MOX b• LIGHT BLOCK ® ®® ® ®® ®® Ml ❑❑❑❑❑❑❑ ❑❑❑❑❑❑❑❑ ❑❑❑❑❑❑❑❑ Cav'ONTaN ROOFING OPTIONAL OPEN MIL FRONT ELEVATION "A" v. "FI m• 1E1 I u n 1 1. L,AL.J CAF« SNAKE HPSL BEVEL SONS 000 - - - 000 SYNC CE. RIGHT ELEVATION "A" CO C. STOOP OPTIONAL Op.g4 RAILING OPT. CATHEDRAL CEILING INGOT. DED CV r TFRX 2X3 OVER IAA TRIM TE WOOD swop. EXIBD FIIN. 4' PAST COUSIN • 50E5 S/A RAE POMO bI TRIM 0 0 .0 . �a I ve. maeoemassAreexa WINDOW/DOOR FLASHING STEP I (SIDING IN - ^� TTC4 Faro Pm WINDOEI/DOOR FLASHING STEP 2 NOTES: ICEATGNE ROBE HUMERI! OR ADORE!. TO BE POSTED AC PLANET VRICLE YC LEOILE R OTI.el S —. CRREMO PRCNTINO W DIELaMy AONDE CALVE MEET METAL PLAANFO T COSIER FLANIPG AT ALL MOP PEMTRATICM MOONS 04 CNLR AT ALL MERE 4 PENETRATOR. . N EXTERIOR WALLS. ADJACENT dW0 EI ACC SMALL EE SLOPED MAY PR/DT M EFRGRI8 WRR A GRA0EHT CP AT LEAST y' PERIMr FOR A DISTANCE O' Wt OR MORE *TIE • MAXPy1 NI ALL ELOPES. PROVINPN SHALL EE MADE TO PREVENT acarmATKN GT SURFACE EATER Reno TM FLOOR OR LACING AT THE EXIT DOOR SHALL NOT BE MMGI THAN I n' LONER TWN 714E TOP OP TIC TIIIRENI0.0 GUARDRAIL AND HANDRAILS TO BE ABLE TO WITHSTAND A MOUS POINT T® T LOAD AJN AIT DIRECTTO. AT TN TOP MOST PART. OP IOC Es CaCCENTRATED AO SO Es APPLIED hOSL TO At INTERMEDIATE BALLUSTERE CM MILL COM0811E PER lac P E OR MORE STEPS 0001 TO GRADE ARE REO IRED AD I OR RIMED PORCH WEIGHT IS GREATER THAN It ABOVE FWNED GRADE • PROVIDE GUARD RAIL LAONG EA ACE DOG'S TO SE NO MIRE THAN MO' BELOW DOOR EMERY/CD AD PROVIDE A rot RN DIBTA CE OF x• N TMT OP DOOR FILE N 6103 -L. SI -1EET *PEER FL. E. ^PER FLOOR AN FLT OR Y4 CORER TRM (BAOC) h3 (SIDE) iy c 6• NORM BEVEL SIDING 1 I■ 1 CLf1POSITICN!WOWING FETAL GUTTER e/ ITS FASOI /Th J A S 4 COINER TREI (SAOC) be (,IDEJ UPPER FLOOR MAN FLOOR 3/41, BARGE Boman. M 1RI1 REAR ELEVATION "A" 1 " -m . NOTES: HOUSE RICERS CR ADDRESS TO BE POSTED AND PLAINLY VISIBLE YO LEGIBLE PROM THE STREET OR ROAD FRONTFG THE DYELLI G. PROVIDE GALVE SHEET METAL PLAGUING • COUNTER R1B1NG AT AU. ROF PEETRATEW NCLIONG Cutter,. CALL! AT ALL JOINTS • PENETRATIONS N EXTERIOR WALL,. ADJACENT GROSO SURFACE SHALL BE SLOPED AUNT FROM THE STRICTURE W1714 A GRADIENT Cr AT LEAST In• PER FOOT FOR A DISTANCE OP 6 CR MORE W TH A MAXIM LI ALL ,LOPE,. PROV11 MA (WALL BE MADE TO PREVENT 6CONILATION Cf SURFACE WATER 831143 THE FLOOR CR LANDING AT THE EXIT DOOR ,HALL NOT SE MORE MAN I N' LOWER MAN TIE TOP OF THE TIRESWA TO BP ABLE TO WITHSTAND 7IVARDROL AND •MANDAMUS SS PONT NAPPLIED GLE POT LOAD APPLIED N ANT DIRECTION AT E TOP MOST PART. Cr 200 es CONCENTRATED AbC ES bl APPLIED MOEL TO ANT INTERMEDIATE SALW,TERS OR SELL COTCNSR, PER OIL, P 3 OR MORE STEPS DOWN TO GRADE ARE REOJIRED Ale 1 O FINISHED I CRGH 1EGNT R GREATER MAN Sr ABOVE PNISED WADE • PROV VE GUARD RAIL. LANDING SURFACE DOORS TO SE NO PCP€ THAN I-O• BELOW DOOR THRINIOLD AND PROVIDE A MIN RAN DISTANCE OP H' N FROM OF DOOR. (FRAMER) WINDOIUDOOR FLASHUJCz STEP 1 /SIDING INSTALLER) mowoommammues TRC61WRE pII4 OP WINDOW/POOR FLASHING STEP 2 FILE NO: S C3-Y SHEET '— I n SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474-9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 42 design KJH chk BRL WIND USE SIMPLIFIED WIND LOAD METHOD PER IBC SECTION 1609.6. Ps= X Iw Ps30 WIND EXPOSURE = B 85 mph 3- SECOND GUST WIND SPEED X = ADJUSTMENT FACTOR FOR BUILDING HEIGHT AND EXPOSURE, TABLE 1609.6.2.1(4) Iw = IMPORTANCE FACTOR, TABLE 1604.5 Ps30 = SIMPLIFIED DESIGN WIND PRESSURE, TABLE 1609.6.2.1(1) X 1.0 I,:= 1.0 Psloa 14.4-psf Ps30b 2.3-psf Pseoc := 10.4-psf Ps3od := 2.4•psf Psa := max(x. .p:30a > Psb := max(x•I . ps3ob, 10 •psf) Psc max(x•Iw1 10•psf) Psa max( Le = LENGTH OF THE WIND PRESSURE END ZONES Le = 2 a a = LEAST OF (10% OF THE LEAST HORIZONTAL DIMENSION or 0.4 x MEAN ROOD HEIGHT) BUT NOT LESS THAN (4% OF THE LEAST HORIZONTAL DIRECTION or 3'-0 ") H = MEAN ROOF HEIGHT Ls = LEAST HORIZONTAL DIMENSION H := 23.6-ft L, 40-ft al := min(0.10•L a2 := max(0.04•L a := if(at < a2,a2,a1) L�:= 2 -a at =4ft a2 = 3 ft a =4ft L " =8ft H 10.25 -ft 11 4.5•ft H1 9-ft Psa = 14.4lb ft-2 Psb = 10 lb ft- psc= 10 Psd 1Olbft2 EXPOSED HEIGHT OF ROOF EXPOSED HEIGHT OF UPPER FLOOR EXPOSED HEIGHT OF LOWER FLOOR THE CONTROLLING LOAD COMBINATION FOR THE WIND ANALYSIS OF THE WOOD SHEARWALLS IS LOAD COMBINATION 7 OF SECTION 2.4.1 OF ASCE 7 -02, SHOWN BELOW: 0.6D +W +H AS THE SHEARWALLS WILL NOT BE LOADED BY EITHER LATERAL EARTH PRESSURE, GROUND WATER PRESSURE OR PRESSURE DUE TO THE PRESENCE OF BULK MATERIALS, "H' MAY BE TAKEN AS EQUAL TO ZERO. THE EFFECTIVE LOAD COMBINATION IS AS FOLLOWS: 0.6D +W LATERAL FORCES WILL BE DISTRIBUTED ALONG LINES OF FORCE/RESISTANCE. LINES OF FORCE /RESISTANCE WILL BE INVESTIGATED FOR BOTH WIND AND SEISMIC LATERAL LOADS. LATERAL FORCES WILL BE RESISTED BY PLYWOOD DIAPHRAGMS AND WOOD SHEARWALLS SUPPORTED ON CONCRETE FOUNDATIONS. PLAN 3016 T - E UV 14' -2 12' 11.6 10.-0` 11 th ° c CI P FDROOM 3 c4L+ET vNTL see TG D• AP -2 I/2' 1' -6 N' 12'-5 V' Ln C Cl MST Bb12O0'1 CARPET (3)2µ (3) his DOORS I JPPP FI tOrDIQ PI ON TUBS a SHOWERS: • NRa CLOCK 5ETWED4 511105. • LIMIT SOWER ROW TO 25 GPM • WALLS ROLL BE WATERPROOF TO MR it °Soya POSITED 0.0.-8 • ALL 4tAZ!q NCLUDNO.WNDOWS W711N 10 OF DRAIN INLET TO CE 9OPETT GLOB. • WATERPRoa. O R AT IYDE AND STCOR S TO OE RISTALLED NOT E PANT REQUIRED AT (PT E 111C 4 9410/ER CRRaND) • WITSDIES5 NOTED OTNERVEE N°MPKThEp FIBERGLASS. SI°E WILT SPOILER rECEPTONS 'WALL SE TESTED FOR WATER TIG$TEN PER UPC •a3) NOTES: • ALL DO 4 HORS. TO SE NG DMZ UNLESS NOTED OTNERUBE. ALL wars ammo DMZ ULE55 NOTED OTNERRISE. • M. E. TO SE S'•I RV 5/12 SIr SUDS • SOLID BLOCKING OVER SUPPORTS. • PRE 0.000 • ALL M.IMSN' PSETRATKNS • FIRS BLOCKING ROIaIEO AT FLOOR AND CEILNG BUT NOT IC FT INTERVALS YLIRICN.. NO FIRE S4.004N21 RSa °r arAIRS. • FY Etl T 00N C ELT AND OILOOR LEVELS AND AT TM FOOT rb.C) INTERVALS Nna2OFITAL. • AT ALL SOFFITS. DROPPED AND COVERED CEILINGS. • NO FIRE ISLOCKIRE REQUIRED Al STAIRS OF FISEFOLAN NSULATTO. MAT SE SESTINTED FOR A FIRE BOCK • N OPENINGS M OND VENTS. PIPES. DUCTS. CHF?IETE, FIREPLACES MO NRAR OPENW° AT CEILING AND FLOOR LEVRS • AT OPENINGS TORREEN OTC SRAM" AND ONSIET 041455 FOR FKTORI BUILT OStIETS MO R.IES • TOP OF 143001* • IMO' ABOVE FNISED PLR GRESS NOTE) OMCIWSE • M. EM. YYLLS TO BE AS • W OD UNDO NOTE° OTHERWISE •WOKE DETECTORS TO BE NOT WIRED N NTERCMECTED BACKUP SATTER, TYPICAL •!MONO 44-45495 TO SE NcELE N ALL SEDRCQ18. • ALL STORAGE RD SPACES W0ER STAIRCASE TO SE FNIBED 1W2 OPE •N GAO. • Let DAM 00110 EL 1 WLS. ALL REARING LIVING AREA 4m WALLS. AHD CEILINGS G6 Wfi • GARAGE CEILINGS SITU LIVFY AMA °Bova TO BE D/S• TYRE •K' GLLE TYPICAL! 2 LAYERS RECO 0114 1)1'S) • NANDRAS. 34 35 ABOVE TREAD NOSSa DECK GUARDRAIL TO SE P.T. WOOD. CEDAR. or SWOP FAS CATER L 35447 MIN _ PTO PREENS STEEL ESE 40 7.34 - 'FIELD VERIFY 5/ CO4TRACTOS - CANER .3 GUARDRAIL AND NOCPA5•5 TO BE ABLE TO WITHSTAND a war row LOAD AFpLED N N'T DIRECTOR AT RE Tor NlOST PART. OF WO b COCENTR.TED AND 50 W. APPLIED WORM TO ANT NIEMBDIATE SALLWTERS OR MILL COMPONENTS PER IRO WTALL FIRERACE6) PER MANFACTIMER S • I DENOTES SOLID BEARDS UNDER CONCENTRATED LOADS R O 50 CA ° T WIiY WALLS LSE nJ I.( AT A• TOLLS. EEs IK • ANT ALL FANIORTER VELUM TO OUTSIDE • ALL BEAMS AHD READERS TO SE VERRIED DTu 6TAPf£D ENGNEENNCi CALo A1I0e TI«6 OFOE MUST BE NOTMW WEN ANT VARIATIONS BEFORE PROCEEDING • ALL ENTERI R DOOR AND WIDOW OMNIPAGE TO BE FLARED TO LEST MOISTURE NTRUS IN -SEE 51514TNR PACES - TYPICAL O 2S . 3C ATTC A0E156 SOLE 1KYOR FAN vT °M. AS REXIIRED 3 14014/1-041 RETU N MR IS N K N VP 3 COON PRO/ CEENG OR I N M FLOOR O OPTIONAL 244 SCTLGNT N DO' SNOT O SID. ru' FKTLG•IT N rd• LICAII SUFI 2'.S MQT TO WALL Iii .b d; FILE NI 4103 3p SHEET CHARTER HOMES PROJECT: PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO.40th St, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474-0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 44 design KJH chk BRL Upper Floor Walls Floor Wall Line A: Total Wall Length: Wind Tributary Width: TW:= 41.11.0.5 Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Laa:= 18•ft + 6•ft Vee:= PSC(TW Le)(B2 +lit) + pea e 012 +H V„ = 3616.7 lb V„ vaa := — Laa 40•ft-41•R•0.5 Eaa:= EE2 Eaa E,. Laa laa:= 6•ft Roof := 16•psf • 11.5•ft• laa Wall 10.psf •H laa Total := Roof + Wall OTM := vaa•laa-fl OTM, := Ea laa•H DLR, := 0.6Total le DLR, := 0.6Total 12 U,„ OTM - DLR, laa WR OTM, - DLR, U,:= laa U := max(U vaa = 150.71b ft -t Eaa = 29241b E 121.81b Roof = 11041b Wall = 480 lb Total = 15841b OTM = 7233.4lbft OTM, = 58481b ft DLR = 2851.21bft DLR, = 2851.21b ft U = 730.41b U, = 499.51b Plate Height: H 8-ft Sheer Wall Type P1 6 10d Capacity 355 „PLF;d Sheai:,:'Wall T -6 �10d NAILS t 6 ",O C:' Oapacit� .254;PLF. UPLIFT RESISTED BY HEADERS / ND OR CRNER FRAMING U — 30. lb AO N O HOL'DOWN'NEEDED[ PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 45 02/25/06 design KJH chk BRL Floor Wall Line C: Total Wall Length: Wind Tributary Width: TW := 41•ft•0.5 Total Wind Force: V := p,e TW (H + 112) Wind Shear: Seismic Base Shear: Seismic Force: Check Aspect Ratio: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Lcc 3•ft + 3-ft V = 3144.71b V vcc := — Lcc Ecc: EE2 Ecc E c := — Lcc E Ec lcc:= 3.ft 2I •ft) Roof := 16•psf.3.5•ft•Icc Wall := 10- psf -H lcc Total Roof + Wall OTM vcc•lcc•H OTM, := E� lcc•H U (20•ft•41•ft)•0.5 WR DLR„ := 0.6Total• l�c DLR, := 0.6Tota1• lcc 2 OTM,., — DLL„ ]cc OTM, — DLR, U := Ice U := max(U vcc = 524.11b Ecc = 14621b E = 243.7 lb 8 t Ec = 324.9lbtt t Roof = 1681b Wall = 240 lb Total = 408 lb OTM„, = 12578.8 lb ft OTM, = 58481b ft DLR„ = 367.21b ft DLR, = 367.21b ft U = 4070.5 lb U, = 1826.91b Plate Height: H 8-ft Shear Wall,Ty . I-4 10d NAILSy@ 4" O.0 Capacity ='528 PLF i 0)00 p Oct NAIL@ 4 ",O C, Capacity =,377 PLF ;;. U = 4070.51b USE 14t ST80 $TRAP IE HOLDOWN, PLAN 3016 tins & HILL ENGINEERS INC. 2901 SO. 40th St, Tacoma, WA 98409 -5697 Telephone (253) 474.9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 4 design KJH chk BR! Floor Wall Line D: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check Aspect Ratio: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Ldd: 2.5•ft + 2.5-ft + 2.5•ft+ 2.5•ft TW:= 11.5•ft-0.5 Vdd Psc•(TW — Le)'(H2 + Hr) + Psa'L&(H2 + H r) Vdd = 135416 vdd := v vdd = 135 .416ft 1 Ldd 20ft-11.5• ft-0.5 Edd := EE2 WR Edd Ed Ldd Ed Ed:- 2 (2.5 1 H J ldd := 2.5-ft Roof 16•psf•2 -ft ldd Wall := 10•psf•H Total := Roof + Wall OTM := vdd-ldd•H OTM = 2708.1 lbft OTM Ed•ldd•H DLR,„ := 0.6Total. Ind DLR := 0.6Total. OTM - DLR Uw ldd OTM - DLR, U ldd U := max(U U Edd = 410.1 lb Ed = 41 lb if Ed = 65.61b 8 Roof = 80 lb Wall = 200 lb Total = 2801b OTM = 820.1 ib ft DLR 210lbft DLR, = 210 Ibft U = 999.21b U 244.11b U = 999.21b Plate Height: 13 := 8 -ft - 8'616'6 Wall ,?Type "Pt =t3 10d NAILS, Q 6 ` O.C' Capacityp_355 PLF',,; tfigif Wall 1Od NAILS!:( Capacity USE MST37 SIMPSON, STRAP PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd „1 02/25/06 4 l design KJH chk BRL Floor Wall Line 1: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: L11 := 19•ft +8.5ft +4ft +4.ft TW := 20•ft•0.5 V11 Psa'Le'H2 + Psc•(TW — L + Psb•Le'Hr+ Psd'(TW — L V11 = 163716 v11 := V L11 53•ft•20•ft•0.5 Ell := EE2 wit E11 EI. LI1 111 := 4•ft Roof := 16•psf•2•ft•111 Wall := 10-psf•Hw 111 Total := Roof + Wall OTM v11.111•H4 OTM := EI.111 •H DLR 0.6Tota1. DLR, := 0.6Tota1. OTM — DLR Uw. Itl OTM, — DLR, U, 111 U := max(U v11 = 46.1168 Ell = 1889.91b E = 53.21b8 Roof = 128 lb Wall = 320 lb Total = 448 lb OTM = 1475.6lbft OTM = 1703.6 lb ft DLR = 537.61bft DLR, = 537.61b ft U = 234.51b U = 291.5lb Plate Height: H 8.ft Shear Wall Type P1 -6 10d NAILS @:6 Capacity =;355 PLF thear Wall Type 0'1718 1 Od NAILS @ ?6" O.0 d b00:604,_;= 254 PLF ; U= 291.5 lb upur RE§iSTtb >iY H AND /OR CORNER FRAMING, NO HOLDOWNNE •f I, PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO.40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 48 design KJH chk BRL Floor Wall Line 2: Total Wall Length: Wind Shear Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: L22 := 12.5ft Wind Tributary Width: TW (20-ft + 20- ft)-0.5 Total Wind Force: V22 := p + p V22 = 29861b v22 :_ V22 L22 40•ft-53•ft-0.5 E22 EE2 E22 E2 := L22 122:= 12.5-ft 122 U:= max(U WR Roof := 16•psf•12•ft-122 Wall 10•psf- H Total := Roof + Wall OTM, := v22.122•14 OTM, := E2.l22•H", DLR„, 0.6Total 122 ,. 2 DLR, := 0.6Total 122 2 OTM„, — DLR Lk, : 122 OTM — DLR, U,: v22 = 238.9 lb R 1 E22 = 3779.8 lb E2 = 302.41b ft 1 Roof = 24001b Wall = 1000 lb Total = 3400 lb OTM„, = 23888 lb ft OTM, = 30238.5 lb ft DLR = 127501b ft DLR, = 12750 lb ft U = 891 lb U, = 1399.1 lb Plate Height: 1-1„ := 8-ft Shea TypB P,:f Capacity =(¢28 PLF „j;' Shear WeiI (r9pe P1-4 lOdNAIL "S " @4 " »O C'! Capacity = ','377 PLP ;^ U= 139911b USE Jv)8t37 SMPSON` STRAP TIE HOEDOWN PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474.9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 4t9sign KJH chk BRL Floor Wall Line 3: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear Seismic Base Shear: Seismic Force: Check wall section: L33 := 17.ft + 4ft + 4ft Plate Height: H 8•ft TW 20•ft-0.5 V33 Psa•Le• + Pse(TW — L + Psb•Le Psd — Le) V33 = 16371b v33:= V33 L33 E33 := EE2 20•ft•41•ft•0.5 WR E33 E3. L33 133 := 4•ft U:= max(U v33 = 65.5 lb ft' E33 = 1462 lb E3 = 58.51bft Dead load resisting: Roof := 16•psf•2 -ft•133 Roof = 128 lb Wall := 10•psf•H Wall = 320 lb Total := Roof + Wall Total = 4481b Wind Overturning: OTM := v33.133 •H OTM = 2095.4 Ib ft Seismic Overturning: OTM := E3•13344 OTM = 1871.41bft Wind Resisting Moment: DLR := 0.6Tota1. DLR = 537.61b Seismic Resisting Moment: DLR := 0.6Tota1• 133 Z DLR, = 537.6 OTM — DLR Net Uplift: U � 133 U = 389.4 16 OTM — DLR Us := 133 U = 333.41b Shear Wall Type Pi -fi 10d Capacity=,'355 PLF ;,' 0 10d NAILS,@ 6� ,) C v Capacity :254 p LF,, :¢ U = 389.4lb UPLIFT RE$ISTED,BY HEADBRS AND/OR CORNER,FRAM IN GM1 :�JO HOEDOWN NEEDED ; PLAN 3016 OPT GARAGE SEE • JEET GI u• in • 4]• APP. DEN CAFTET S- 157e -10 GUS -B 4•D DMZ \'+ 9 V4' S'3/ /4 V D 314 • XB Sa Ft • 463 SOFT. C RAN{E VENT N WA EXIT TO EXTERIOR iJ 444 101 PT POST fly. MAItNpPLOOR PLAN AREA SUMMAJRY: MAN FLOOR • DN on FT. UPPER P-OOR • RN SO PT. T 4 4 a 44 HR. PT POST TTP O C r- ow B a 1 NEB , S• G LEC$b ro eueETe NOTES: ALL VIA. / lORe. TO eE 4•10 DER D1E65 NOTED OTHERWISE. ALL SAWN SEMIS ASSOED DPI Limas NOTED OTIEF.W 5E. ALL OW LAM BEANS 450MED 24p-V4 WLEES NOTED OTERWSE. ALL PARR LAM eEAq ASSWED 1p WLESS NOTED OTIERBSE. • TIP. E. TO SE W.4 Ib• • SOLID BLCCJNG O/ER WPPORIE. • MAE BLOCK/ . ALL RVIBYG PENETRATIONS • CCNCEMLED SPACES p blip WARS MID PARTITIOIO. NcWC/ 3 REARED SPADES AT OOn4 CEILNE Ab FLOOR LEVELS . AT ALL SRATS. DROPPED AND COPED CEILINGS. • FIRE ELO CPID REWIRED AT FLOOR AND CERNS OUT NOT is FT NERVAL5 VERTICAL. NO FIRE CLOCKING REP AT STAIRS. • N OPV* S .& 0111D VffS, PIPES. MGM. CNPNETS. PEERAGES AND SFNLAR OPENINGS AT CEILING AND FLOOR R LEVELS. • AT CPENINGS EETIEEN ATTIC SPACES AND CN1NEY 0445E5 FOR FACTORY BUILT 0ISNEYS MD FLIES. • TOP Q WINDOIS Y YP ABOVE MAN FLR DRESS FDlEO OTICIFDSE. • TT EXT WALLS TO OE ee • IS' OG DRESS I'ORD OIIERDSE. • S D DEECTORS TO SE NOT WIRED a/ T • MEXE OEECTOR6 TO SE AOIBLE N W. OEDROaE. • NAORAIL • H - M ABOVE TREAD 505.0. • GUARDRAIL RC, HANDRAILS SE HNDRAILS To ABLE To WITHSTAND • SINGLE par LOAD APPLIED N ANT DNECTGN AT THE TOP MOST PAST. a ]M la• CONCENTRATED AND SO b• APPLIED HOME TO ANT NTEREDIATE BALLUSTERS oR SCLL CONONFNTS PER lAO. • DEOC GUARDRAIL TO SE Pr WOOD. CEDAR or SHOP FABRICATED VIRCIJONT IR'N w rr PREFAB STEEL TUBE AND TSA. - NEW VEpT • CO1TR•ICTOR - omen • METALL RREPLACEIS) PER FYWACTIER SPECPICATT NS. • ® DENOTES SOLID SEARING UNDER CONCENTRATED LOADS USE 0) ]W AT e' OLLLB USE tl/ 1.4 AT r WALLS. DRESS TOTED OTEIRISL • S DENOTES MULTIPLE CRIPPLE • HEADERS OVER e'-O' LOY OR AT SRAM PANEL ENDS FOR NOLO DOWE - SEE PLANS. • DOOR BETEEN HOSE I GARAGE TO OE I -3R SOLID HOOD DQM AND WEATHER STRIPPED. • N' GRAB. oN No05EGARAGE CORN WALLS. ALL BEARING WALLS. POST& SEAS AND CEILSOS WTHOrt LIVING AREA ABOVE • GARAGE CEILINGS 101714 LIVING AREA ABOVE TO BE Ns* TYPE • X • (AB TYPICAL. ( 2 LAYERS REDD 15111 PA'S) • 3Y BLOCK AT Sr FOR THERMOSTAT. • van ALL PAS. DRYER EXHAUST TO O)TSDE. • ALL BEAMS AND HEADERS TO BE VERIFIED WTI STM nD DOSEERPO CAIOLATIOIS THIS OFFICE MIST BE NOTIFIED WITH ANY VARATONS bizfoRE FRG. CEEDNG. • ALL EXTERIOR DOOR AND UVOOW OPENINGS TO EE FLAMED To LEST IODTRE NOLNO4 - SEE EVEVATION PAGES - TYPICAL • PC IRA - FASTENERS FOR pRESSURE PRESERVATIVE AND FIRE RETARDANT• TREATED WOOD SHALL BE a SOT- DIPPED GALVA TEED STEEL . STAINLESS STEEL NLICON BRRDE CR • SPEAR WALL 501701 RATE NAILING AND ALL NAILING AT P ES TREATED RATEMEYBERE SHALL BE • OT- DIPPED ZINC-COATED GALVAUgD STEEL OR STAINLESS SELL NAILS PER RC 3S3. O RATER NEATER PER 51 NAECA SEISMIC STRAP PER UPC MRS 0 IWITION SCARCE AND LEATNG ELEMENTS To BE MN Sr ABOVE 5w51ED FLOOR O PRESSURIZED SYSTEM •I OITSIOE AIR DUCT 040 IWO-E LOGE FAN REGARD/ • WOCUS N HOUSE NAVE VENTS A OGLE HAAS FAN IS RE/ WIRED O B' L 34 OSA1L SPACE ACCESS 0 2r)(30 ATTIC ACCESS O e VERRT W MITER 0-CLEARANCE W000 GANTRY OR O DIRECT VENT GAS I TED FETAL FIREPLACE. INSTALL PER MAEFACTURERS SPEC. PREFAB FP. TO SEAR Be STn R AN APPROVED TESTNO LAB HDNOE e ODNDE AIR MDT FOR 0- OEARANCE FT ONT. •EARTI PER SIILDER.g1ER O l WALE HOSE PAN AS REPAIRED SWEET FILE NC 8103 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474-9449 Fax (253) 474 -0153 • PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 5 liesign KJH chk BRL Lower Floor Walls Floor Wall Line A: Total Wall Length: Wind Tributary Width: TW := 29•ft•0.5 La := 4.25•ft + 5.25•ft + 8.75•ft Total Wind Force: V p Le Ht + P - L + V Wind Shear Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: V = 5261.91b V va:= — La Ea := EE 29-ft•40•ft•0 +E E2 40• ft•41•ft•0.5 1 wup WR Ea:- Ea La la:= 4.25.ft Roof := 16•psf•21•ft•la Wall := 10•psf.1 la•2 Floor := 12•psf la Total := Roof + Wall + Floor OTM := va•la•H OTM, E la•H DLR := 0.6Total• 2 DLR, := 0.6Tota1.2 OTM - DLR U . la OTM, - DLR, U,:= la U:= max(U Roof = 1428 lb Wall = 680 lb Floor = 382.5 lb Total = 2490.5lb Plate Height: H 8-ft va = 288.3 1b8 t E = 270.3 lb if t OTM, = 9803 lb ft OTM, = 9188.8 lb ft DLR = 3175.4 lb ft DLR, = 3175.4 lb ft U = 1559.41b U, = 1414.91b Ea = 4932.2 lb shear Wall Type; P1 -6 10i NAILS @ C Capacity = 355 PLF Shear Wali Type151?fi 10d NAILS @ 6 ":O.C: Capacit : ., 254 PLF U = 1559.416bE STHDBRJ SIMPSON STRAP TIE HOLDOWN PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474-0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 5 2 design KJH chk BRL Floor Wall Line B: Total Wall Length: Lb:= 5.5.ft +9•ft Wind Tributary Width: TW := (29ft + 24.5.1)•0.5 Total Wind Force: Vb p,e TW HI Wind Shear Seismic Base Shear Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Vb = 2503.8 lb Vb vb := Lb — (24ft•20•ft + 29•ft•404)•0.5 Eb:= EE1 WR E Eb Lb — lbb := 5.5•ft Roof := 16•psf•20-ft•lbb Wall := 10•psf•H 166.2 Floor := 12•psf • 12.5ft•1bb Total := Roof + Wall + Floor OTM = vb-lbb•H OTM, := Eb•lbb•H DLR„, := 0.6Tota1. 1 2 6 DLR, := 0.6Total• Zb OTM„, - DLR„, UW. lbb OTM, - DLR, Us . Ibb U:= max(U vb= 172.716ft Eb = 1767.416 Eb= 121.91bfi Roof = 17601b Wall = 880 lb Floor = 825 lb Total = 34651b OTM, = 7597.7 lb ft OTM, = 5363.1 lb ft DLR,,, = 5717.3 lb ft DLR, = 5717.3 lb ft U = 341.91b U, = - 64.41b U = 341.91b Plate Height: H,,:= 8. 1 $he'aeWall Type Pt ='6 10d NAILS @ 6W,:O.C: Capacity 355 PLF "C Shear,wpf! ' -6 1od NAILS @ 6 O.C.' Cap = 254, PL F' IJPLiF7 8ESISTED, °BY H 844DERS AND /QR;CORNER FRAMING NO HQLDOWN NEEDED PLAN 3016 Sins & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 La r I (IBC).mcd 0 a 02/25/06 design KJH chk BRL Floor Wall Line C: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check Aspect Ratio: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Lc := 3•ft + 3•ft TW:= 41•ft•0.5 V� p •TWH + V V, = 5063.5 lb V, vc := — Lc 41•ft•20•ft•0.5 (2041.4140.0.5 Ec = EEt• + EEZ• Ec• 8 1.3) Ec:– Lc E, Ec 2 ( 3 1 H is = 3.ft Roof := 16•psf•3.5•ft•lc Wall := 10•psf•H4 lc2 Floor := 12•psf•0.67•ft• Total := Roof + Wall + Floor OTM := vc•lc•H OTM, := E� lc•H DLR 0.6Total• 2 DLR., 0.6Total. DLR., = lc U lc WUF OTM – DLR OTM, – DLR, U,:= It U:= max(U vc = 843.916 ft -I WR E, = 295.6 lb ft -t Ec = 394.11bff Roof = 1681b Wall = 480 lb Floor = 24.1 lb Total = 672.1 lb OTM = 20254 lb ft OTM, = 7093.2 lb ft DLR = 604.9 lbft DLR, = 604.916 ft U = 6549.7 lb U, = 2162.8 lb U = 6549.7 Plate Height: H := 8•ft Sh 6009, §fl TypgjP1 10d CapacltYp„ $8$ PLF. Ec = 2881.611, SlAar„ftlfall 7YpeP 1 -2 10d0 @ 2 ",O C` Capacit9,'631 PLF US HD08 Silv(PSO HOLDbWN 'h PLAN 3016 Sins & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409-5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 5 4 design KJH chk BRL Floor Wall Line D: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check Aspect Ratio: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Ldd := 2 -ft + 2 -ft TW := 24.5 0.5 }} Vdd Psc'(TW – Le/'Ht + Psa'Le Hl + Vdd Vdd = 2788.6lb Vdd vdd := Ldd Edd := EE1 24.5ft•20•ft-0.5 +EEZ 20ft•11.5-ft-0.5 Edd Ed. Ldd Ed Ede 2I 2 — H w J ldd := 2-ft Roof := 16•psf•2•ft•ldd Wall := 10•psf•1-Iw1dd•2 Floor := 12- psf•6.25•ft-lc Total := Roof + Wall + Floor OTM vdd•ldd•H OTM, := Ed•Idd•H DLR 0.6Tota1. DLR, := 0.6Total ld OTM - DLR U :_ ldd OTM, - DLR, U,:= ldd U := max(U U,} W Plate Height H 5-ft U RISE STEM:WALL AND_REDUCE,,j, HEADER I EIGHT WITH CONTINOUOUr HEADER TO LIMIT PANEL E1EIG9T TO 5 , 0 vdd = 697.21b ft wa Ed= 314.61bff Ed = 393.21bff Roof = 64 lb Wall = 200 lb Floor = 225 lb Total = 489 1b OTM = 6971.611 ft OTM, = 3145.9lbft DLR = 293.41b DLR, = 293.41b ft U = 3339.1 lb U, = 1426.3 lb U = 3339.1 lb Shear Wall iM Pi-2 10d NAILS @ 2' O C Capacity ='853 PLF ? {. Edd = 1258.41b Shear Wal) Y90. P1 lOd tJAILS @;2" O C: Capacity 631 aLF, ,', US@;00.1740IV $THD 4 PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Flax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 50 design KJH chk BRL Floor Wall Line 1: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: LI := 31•ft+ 7.75ft+ 5ft TW := 20•ft•0.5 V1 Psate'Ht + Ps,.(TW — L + V11 V 2861 lb V v1:= — L1 El := EEt 53•ft•20•ft 0.5 + EEZ 53-ft-20-ft-03 El = 37251b wup E El t LI 11 := 5-ft Roof 16•psf•2.5-ft•II Wall 10•psf•Hw I1.2 Floor := 12•psf•1.33ft-11 Total := Roof + Wall + Floor OTM v1.11 -H OTM, := El •11 •H,., DLR,,.:= 0.6Total. I I 2 DLR, := 0.6Total- 21 OTM — DLR U w 11 OTM, — DLR, U 11 U:= max(U WR Roof = 200 lb Wall = 800 lb Floor = 79.8 lb Total = 1079.8 lb OTM = 2615.8 Ib ft OTM, = 3405.7 lb ft DLR,„ = 1619.71b ft DLR, = 1619.71b ft U = 199.2117 U, = 357.2117 U.—. 357.2117 v1 = 65.4lb ff t E = 85.11b Plate Height: H 8-ft Shear dull Type F 1,6 104N010 @,6" OG Capacit ''= 355 PLF { Shear VV,09 Type P1:;6 10dNAIL'S @ 6 fl OC Capacity',',= 254 PLF!;r {f: UPLIFT RESISTED ` BY HEADERS AND /OR; CORNER FRAMING r NO HO NEEDED PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 5 6 design KJH chk BRL Floor Wall Line 2: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: L2 16.5•ft TW := (2041 + 20•11)•0.5 V2 : psc' - T W 'HI + V22 V2 = 48581b V2 v2 := L2 E2 := EE I • (20•ft•53.ft + 2041.53-ft)-0.5 + EE2 20•ft•53•ft-0.5 WUF WR E2 E2. L2 — 12:= I6.5•ft Roof := 16•psf•6•ft•12 Wall := 10•psf•H 12.2 Floor := 12•psf•1.33ft•12 Total := Roof + Wall + Floor OTM := v2•l2•H OTM, := E2.12•H DLR := 0.6Total 2 DLR, := 0.6Total. 2 OTM – DLR U . 12 OTM – DLR, U := 12 U max(Uw, U,) v2 = 294.4 lb ft E2 = 3371b ft Roof = 15841b Wall = 2640 lb Floor = 263.3 lb Total = 4487.3 lb Plate Height: H 8-ft Shear Vmitlype P1.4 10d NAILS @ 4';Q.0 Capacity" _' 528 PLF ,` E2 = 5560.1 lb Spear, Wall Type P;1. 10d NAILS @ 411,0.0- Capacity,= 377 PLF,!' OTM = 388641b ft OTM, = 44481 lb ft DLR = 22212.3 lb ft DLR, = 22212.3 lb ft U = 1009.211, U, = 1349.616 U= 1349.61b USE STHbf SIMPSOjJ STRAP °,TIE HO[DOWN PLAN 3016 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12890 CHARTER HOMES 12890 Lateral (IBC).mcd 02/25/06 57 design KJH chk BRL Floor Wall Line 3: Total Wall Length: L3 := 17•ft+ loft Plate Height H 8-ft Wind Tributary Width: TW := 20•ftv0.5 Total Wind Force: V3 := p8 Le HI + p, (TW — L + V33 Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: V3 = 2861 lb Wind Shear v3 := L v3 = 106lb8 t Seismic Base Shear: E3 := EEC. 53•11•20•ft 0.5 + EEZ 20-n.41110.5 wup WR Seismic Force: E := E3 E3 = 122.11bfi L3 Check wall section: 13 := 10.ft Dead load resisting: Roof := 16•psf•14t•13 Roof = 160 lb Wall := l0•psf•H43.2 Wall= 16001b Floor = 12•psf•2.1.33ft•13 Floor = 319.21b Total := Roof + Wall + Floor Total = 2079.2 lb OTM, := v3.13•11 OTM, := E3.13•H DLR„ 0.6Total• 13 2 DLR, := 0.6Total• 2 OTM - DLR„ Uw 13 :_ OTM, - DLR, 13 U max(U U,) OTM = 8477 lb ft OTM, = 9769.2 lbft DLR = 6237.6 lb ft DLR, = 6237.6 lb ft U = 223.91b U, = 353.21b Sbcar Malt hy pe P1 6 t lOd NAILS'@ 6 bgpaci y' `355 PLF E3 = 3297.1 lb Sfiear, Wall T ype P =6 'IQd NAIL 6" O,C, Capacity,= 254 U = 353.21b UPLIFT RESISTED BY HEADERS AND /OR CORNER FRAMING i 5 NO HOLDOWNOKIEEDED ' i.. ; . ,; PLAN 3016 4 xJ qo m r- r SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 PROJECT: CHARTER HOMES PLAN 3106 12890 Gravity.mcd 02/21/06 59 design KJH chk BRL THREE CAR GARAGE OPTION 21. DL := 16 psf LL 25 psf Span := 8 ft TW:= 12.33 ft w:= (DL +LL)•TW w- Span Mtn= := 8 w•Span V 2 Vmac k := 1.5 Fy e M 12 Sreq b:= 3.5 in h := 9.25 in b•h 3 I:_ 12 5• w•Span 4 .1728 Amax := 384•E'•I Span•12 Aaii °w 240 w = 505.53 plf Mmu = 4044.24 lb•ft V = 2022.12 lb A iey = 27.76 in S� = 39.07 in FbI Use a 4x10 D.F. #2 I = 230.84 Amax = 0.126 in Ann °w• = 0.4 in Fb:= 900 psi C 1.15 F := 95 psi Cp:= 1.2 E:= 1600000 psi C 1.0 A:= 32.38 in S 49.91 in in Fb':= Fb•Cd•CFC Fy Fv'Cd-Ci E•Ci C;:= 1.0 F = 1242 psi F = 109.25 )si E'= 1600000 psi CHARTER HOMES PLAN 3106 • j r ' I -'- l AUNIDRY hYL I I I I m a• CO.C. SLa5• SLC•E S' rOsual5 Or OOry GIUCI •OWR6EN! sC E.Oa9A0_TO OCb .c co .,SEV I .a1. O.OS.G MK.E S.IDOOR rut 4M Mitt/ y .]J , c'. 1g • SW TYPE Y MULL M a.I Y?AE4aWG6 WPPCRT I N � I l WALLS. /W. . 08,e13.0/-LaTERS • CEI.WO WE2 retest • h reams OR aw.n+c OrtlrER Don LL• Ot • Vt P EIP. POSTS we PLY TO a• API TO PS rSCr Z a ^ P,Imon a RO IS � a ..R a • Li I /<• • I• •O• T "�IDN• N •r -N usn...I., Ty LM S LL CGR.VCVS 400 .j. I ,.'(aDER tat :.OM4l OR MAIN FLOOR PLAN So. . y . 60 • • L( Rev: 580004 User M-0602611, Ver 5.8.0, 1- Dec -2003 c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12890.ecw:Calc latians Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Trapezoidal Loads #1 DL Q Left DL Q Right #2 DL Q Left DL Q Right Summary Max. Positive Moment Max. Negative Moment Max Q Left Support Max �r Right Support !Deflections Max. M allow fb 2,695.53 psi Fb 3,335.00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5* Q Center Q Left Q Right Bending Analysis Ck 19.860 Cf 1.000 Q Center Left Support Q Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing Q Supports Max. Left Reaction Max. Right Reaction Member 22 Prllm: 3.5x9.25 3.500 In 9.250 in Manuf /So.Pine 1 Le Rb 1.150 Pin -Pin 308.00 #/ft 306.00 #/ft 8.00 #/ft 8.00 #/ft Dead Load -0.268 in 5.750 ft 515.6 D.L. Defl) ... 0.401 In 0.000 in 0.000 In 11.21 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 13.87 N Fv 0.000 ft 0.000 Max Moment 11.21 k -ft 0.00 k -ft 0.00 k -ft Q Left Support 5.10 k 15.295 in2 333.50 psi 3.90 k 3.90 k Fv Allow Fc Allow E LL Q Left LL Q Right LL Q Left LL Q Right Span= 11.50ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.808 ; 1 Maximum Moment 11.2 k-ft Allowable 13.9 k -ft at at 157.55 psi 333.50 psi Total Load -0.578 in 5.750 ft 238.73 5.750 ft 0.000 ft Reactions... Left DL Right DL Sxx 49.911 in3 CI 3899.648 Sxx Rend 40.34 in3 0.00 In3 0.00 in3 Q Right Support 5.10 k 15.295 in2 333.50 psi Title : Dsgnr: Description : Scope: Center Span 11.50 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi 337.50 #Ht 337.50 f#ft 26.70 #/ft 26.70 #/ft 290.0 psi 650.0 psi 2,000.0 ksl Maximum Shear * 1.5 Allowable Shear: 1.81 k 1.81 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd Lu Lu Lu Start Loc End Loc Start Loc End Loc Dead Load 0.000 in 0.0 Area 32.375 in2 Allowable fb 3,335.00 psi 3,335.00 psi 3,335.00 psi 1.714 in 1.714 in 0.000 in 0.0 Job It Date: 11:56AM, 6 MAR 06 0.00 ft 0.00 ft 0.00 ft 0.000 ft 11.500 ft 0.000 ft 11.500 ft Beam Design OK 5.1 k 10.8 k Q Left 3.90 k Q Right 3.90 k Camber. Q Left 0.000 in Q Center 0.401in Q Right 0.000 in Max 3.90k Max 3.90 k Total Load 0.000 in 0.0 0,000 In 0.0 61 Stress Calcs Rev: 580004 User. KW -0802811. Ver 5.8.0, 1- Dec -2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 M 12890.ecw:Calwiatlons Description Member 22 [Query Values t M, V, & D @ Specified Locations @ Center Span Location = © Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope: Shear 3.90 k 0.00 k 0.00 k Job # Date: 11:56AM, 6 MAR 06 Deflection 0.0000 in 0.0000 in 0.0000 in 62 0 0 GONG SLAB •• C C ALAI - eLOre ]' TO A O! OH ONRS. ]0' - 0• CENTMYAG TOOIM y. • 5. ]C -G• FOUNDATION PLAN L Ole Oa GAR OR ' -4 VI- .m • -10 1/2• L LITE DOX /1 1t: 1 one DP, ti 5' -II• • tl ATE. u Fmsli 11L1 RAE V'V VML Y r 1 - , .IDR I I I I GARAGE •• CPC. .Lb -.LORE ]• TOY/ Anna w DOae CII .w •O] — •'C5' TO ▪ OE r 1R SLAG OM pECHURE TREATED 4 CLGS n 55a56. (0005 T•NAGE ]O GE KAY] CORE •M 1l q ]P• TRIP4 'J • ter TTre , . W a ALL .i WERE T wa YYLLS. hO OR r , GEY9G „ALL • C O N_ WERE RC.E ERR GUTTER TWA T' L WRAC. W, per. PLY TO •O AI/ TO PROTECT N MINOR ] oAluse FPOI A11 co a ..I.R -- — — r` Smog! CMRLOb •00 DE ] IEAOER iw A LL•l•011 can OR MAIN FLOOR PLAN I' -b VI 1b I.5 F +• If as M 0) SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474.9449 fax (253) 474 -0153 PROJECT: CHARTER HOMES 3016 PLAN 11910 Lateral - GR.mcd 03/06106 6 4Dsgn KJH Chk BRL Three Car Garage Option Walls Wall Line G1: Total Wall Length: Lgl := 6.5-ft Seismic Tributary Weight: Roof := 16•psf•10•ft•23•ft-.5 Wall := 10•psf•10•ft•5ft W := Roof + Wall Seismic Force: Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: (E•W) Egt Lgl lgl := 6.5-ft OTM := E Roof := 16-psf• 13•ft-igl Wall := 10-psf•H Total := Roof + Wall DLR Total. ]gl 2 U :_ OTM — DLR igl Roof = 1840 Wall = 500 lb W = 234016 E = 66.4 lbft t Wind Controls Design DLR = 60841b ft U = —404.8 lb Plate Height: 14 := 8-ft OTM = 3452.5 lb ft Roof = 135216 Wall = 520 lb Total = 18721b .6.1O HOLDDOWN REQUIRED CHARTER HOMES 3016 PLAN SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 fax (253) 474 -0153 PROJECT: CHARTER HOMES 3016 PLAN 11910 Lateral - GR.mcd 03/06/06 s ` 5 Dsgn KJH Chk BRL Main Floor Wall Line G2: Total Wall Length: Lg2 := 1.33•ft Seismic Tributary Weight: Roof := 16•psf•10•ft•23•ft-.5 Wall 10•psf• I0•ft•5ft W := Roof + Wall Seismic Force: (E E :— Lg2 Roof = 18401b Wall = 500 lb W = 23401b Plate Height: H 8•ft E = 324.5lbff USE LATERAL RESTRAINT PANEL ON WALL PIER CHARTER HOMES 3016 PLAN 'SITTS & HILL ENGINEERS INC. %2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474.9449 F ax (253) 474 -0153 PROJECT: CHARTER HOMES 3016 PLAN 11910 Lateral - GR.mcd 03/06/06 6 6 Dsgn KJH Chk BRL Wan Line G3: Total Wall Length: Lg3 := 23•ft Seismic Tributary Weight: Roof := 16•psf•10•ft•23•ft Wall := 10•psf•23•ft•5ft W := Roof + Wall Seismic Force: Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: E83 := ( Lg3 1g3 := 23•ft OTM := E Roof := 16•psf•2•ft-lg3 Wall := l0•psf•Hw lg3 Total Roof + Wall DLR := Total 123 OTM — DLR U :_ 1g3 Roof = 3680 lb Wall = 11501b W = 48301b Plate Height: H 8•ft E = 38.7Ibft t Wind Controls Design DLR = 29624 lb ft OTM = 7126.41b ft Roof = 736 lb Wall = 1840 lb Total = 257611, U = —978.2 lb NO,HOLDDO,WN REQUIRED CHARTER HOMES 3016 PLAN DATE: CONTACT: RE: ADDRESS: ZONING: PLANNING DIVISION COMMENTS April 12, 2007 Charter Homes D06 -411, D06 -413, D06 -414 38XX LDR The Planning Division of DCD has reviewed the above permit application. The application as submitted is approved with the following condition(s): 1. Prior to final approval the landscaping must be installed on each individual lot. Please refer to the landscaping plan that was approved as part of OM. Occupancy for the homes will not be granted until the landscaping is / installed. 04-05 -2007 KEVIN KAUL 601 UNION ST, STE 5100 SEATTLE WA 98101 RE: Permit Application No. D06 -414 3813S130STTUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 11/03/2006 , has not been issued by the City of Tukwila Permit Center. Per the International Building Code and/or the International Mechanical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 05/02/2007 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 05/02/2007. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Ter Marshall Permit Technician xc: Permit File No. 1)06-414 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Sutte #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 CIIAUTER I IIOMLS Got Union Street - Suite 392o Seattle. WA 98ioi February 20, 2007 Allen Johannessen Tukwila Building Division 6300 Southcenter Blvd Ste 100 Tukwila, Washington 98188 RE: Determination of completeness memo Charter Homes Inc. Permits # D06 -411, 413,414 Dear Mr. Joahannessen If there are any further questions, please don't hesitate to contact me. Since % Kevin Kaul Production Manager Charter Homes Inc. 206 -947 -2205 — Phone: 206.322.4393 Fax: 206.322.0482 Charterllomeslnc.com According to your memo, number 3 pertains to sloping conditions of these individual lots and any possible stepping of the foundation. As the plot plans that were resubmitted indicate, the slope on these first three lots is fairly flat. At this time I do not expect to have any reason to step the foundation or even the excavation. There are nine lots in this plat, lots 1 -5 are flat, but lots 6-9 have slopes that will have to be revisited on a lot by lot basis. David McPherson - Banner Bank L03-i ' From: Donald Tomaso To: David@ci.tukwila.wa.us Date: 02/15/2007 9:32 am Subject: Banner Bank L03 -047 Dave, Here you go, let me know if you have any questions. Don L03 -047 The private street will be 38th Lane South (not 39 Ave South as shown on drawing) Lot 1, 13005 38th Lane South Lot 2, 13009 38th Lane South Lot 3, 13013 38th Lane South Lot 4, 13017 38th Lane South Lot 5, 13021 38th Lane South Lot 6, 13016 38th Lane South Lot 7, 13012 38th Lane South Lot 8, 13008 38th Lane South Lot 9, 13004 38th Lane South Questions let me know. Don February 14, 2006 Kevin Kaul 601 Union St, Ste 5100 Seattle WA 98101 Dear Mr. Kaul: City of Tukwila Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application # 2 Development Permit Application D06 -414 Charter Homes, Lot 4 — 130XX 39 Ln This letter is to inform you that your resubmittal received at the City of Tukwila Permit Center on February 9, 2007 is determined to be incomplete. Before your application can continue the plan review process the following comment from the following department needs to be addressed: Building Department: Bob Benedicto, at 206 431 -3675, if you have any questions concerning the following comment. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by ¢ messeneer service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, Enclosures File: D06 -414 1. Item #3 in Incomplete Letter #1 was not addressed. A copy of the memo has been provided. rshall 'clan 449 P:VenniferMncomplete Letters\2006\Building\D06.414 Incomplete LO #2.DOC 1em Steven M Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 Determination of Completeness Memo Date: November 7, 2006 Project Name: Chatter Homes, Lot 4 Permit #: D06-414 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner A Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The geotech report shows different sloping conditions for each lot Provide individual site plans specific for each separate lot that identifies lot topographical lines. 2. Identify building set backs on the site plan. (Please note above "PLAN SUBMITTALS" "all sheets shall be the same size ", this Includes site plan.) 3. Elevation sheets and foundation plan shall be consistent in identifying stepping foundations as it pertains to each individual lots sloping condition. (Note: Steep sloping lots shall require additional lateral engineering depending on the height of the stepped foundation and shall be consistent with the geotech report specifications. Provide additional engineering if applicable.) (IRC R602.11.3, IRC 106.1.1 & 106.2) 4. The site plan shall identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Refer to the geotech report provided for any recommendations. Coordinate any combined discharge systems with the Tukwila Public Works Department The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) Should there be questions concerning the above requirements, contact the Building Division at 206 - 431-3670. No further comments at this time. November 14, 2006 Kevin Kual 601 Union St, Ste 5100 Seattle WA 98101 RE: Letter of Incomplete Application # 1 Development Permit Application D06 -414 Charter Homes, Lot 4 Dear Mr. Kual. This letter is to inform you that your permit application received at the City of Tukwila Permit Center on November 3, 2006 is determined to be incomplete. Before your application can continue the plan review process the following items front the following departments need to be addressed: Building Department: Allen Johannessen, at 206 433 -7163, if you have any questions concerning the attached memo. Fire Department: Alan Metzler, at 206 575 -4407, if you have any questions concerning the following comments. 1. Provide a site plan that encompasses all lots and shows access from public road and location of nearest fire hydrant location. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by p messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Enclosures File: D06 -414 City of Tukwila P:VenniterUncomplete Letters \2006\Building\D06 -4l4 Incomplete Ur #1.DOC jem Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 Determination of Completeness Memo Date: November 7, 2006 Project Name: Carter Homes, Lot 4 Permit #: D06 -414 Plan Review: Men Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner A Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped not copied.) 1. The geotech report shows different sloping conditions for each lot. Provide individual site plans specific for each separate lot that identifies lot topographical lines. 2. Identify building set backs on the site plan. (Please note above "PLAN SUBMITTALS" "all sheets shall be the same size ", this includes site plan.) 3. Elevation sheets and foundation plan shall be consistent in identifying stepping foundations as it pertains to each individual lots sloping condition. (Note: Steep sloping lots shall require additional lateral engineering depending on the height of the stepped foundation and shall be consistent with the geotech report specifications. Provide additional engineering if applicable.) (IRC R602.11.3, IRC 106.1.1 & 106.2) 4. The site plan shall identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts. The footing discharge system will generally be separate from the roof drain system. Refer to the geotech report provided for any recommendations. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) Should there be questions conceming the above requirements, contact the Building Division at 206431-3670. No further comments at this time. ita#PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -414 DATE: 02 -20 -07 PROJECT NAME: CHARTER HOMES, LOT 4 SITE ADDRESS: 38XX S 130 ST Original Plan Submittal X Response to Incomplete Letter # 2 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: kr kW QZ' Building Division Public Works /SO Complete Comments: Fire Prevention Structural DETERMINATI9'N OF COMPLETENESS: (Tues., Thurs.) Incomplete Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROU NG: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2.28-02 DATE: DATE: Ain -1 Planning Di i ion f Permit Coordinator ❑ DUE DATE: 02-22-07 Not Applicable ❑ No further Review Required DUE DATE: 03-22-07 Approved with Conditions Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ? oozy spy ., PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -414 DATE: 2 -9 -07 PROJECT NAME: CHARTER HOMES - LOT 4 SITE ADDRESS: 130XX 39 LN S Original Plan Submittal Response to Correction Letter # X Response to Incomplete Letter # 1 Revision # before Permit Issued DEPARTMENTS: Building Public Works 4 5/ AlOCI I/ Fire revention t DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ APPROVALS OR CORRECTIONS: Structural ❑ Permit Coordinator ❑ Incomplete Planning Division J4 DUE DATE: 2 -13-07 Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: determined incomplete: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 3 -13 -07 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing elip.000 2 -28-02 DE Art n 11-Mfr Public Works Complete ❑ Comments: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28-02 PERMIT COORD COPY ' PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -414 DATE: 11 -03 -06 PROJECT NAME: CHARTER HOMES, LOT 4 SITE ADDRESS: 38XX S 130 ST X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: Fire ‘i revention C1404 /- ❑ Permit Coordinator Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg Fire Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: DUE DATE: 11-07-06 Not Applicable ❑ No further Review Required DATE: DUE DATE: 12 -05 -06 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Planning Division Permit Center Use Only CORRECTION LETTER MAILED: it Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tu kwila, Washington 98188 Phone: 206431 -3670 Fax: 206 -431 -3665 Web site: httn: /hvww.cttukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the malt fax, etc. Date: FEc„ I 2O C> '7 Plan Check/Permit Number: g _ Response to Incomplete Letter # 1 ❑ Response to Correction Letter if ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ( t4R 1 r e(Z UothF S L .4 Project Address: 39 LA-it Z So J-r -1 Contact Person: Key t NJ Ka.) Phone Number: 2-4, Co 4 4 7 - 2-2-0 5 Summary of Revision: �Le Si Z C 1 /[-o Y R / A-� H/Y.33 '/ten -r I f' libe tAir {.dtA /O.✓ Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: V I Entered in Permits Plus on 2 ' 4 1 -0 1 bpphcations*wms- applications on line revision submittal Created: a•13 -2004 Revised: "D O C —' { t t-( Steven M. Mullet, Mayor Steve Lancaster, Director tart room FEB 0 S 2007F Revision submittals must be submitted ht person at the Permit Center. Revisions will not be accepted through the mail, fa; eta Date: j2/ Plan Check/Permit Number: Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner �/ I ,1 P ERMrT CE Project Name: � L3/A'/ 4 , S lei' "I Project Address: JQ1[ 3, i 3', S Sr Contact Person: /4-l// Al/ f'(/7't/L Phone Number: 2 0 ( 9 y? Z 2 B r Summary of Revision: rE M :3 AO- Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by 0 , Entered in Permits Plus on ()z440 / (�} apphcaam""Vbmn- applications on linebevoum submittal Crated: 4134004 Revised: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206431 -3665 Web site: http : //www el tukwila.wa.w - `I9 Steven M. Mullet, Mayor Steve Lancaster, Director RECEIVED CRY OF ruLA FEe 2 0 20071 QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 —1,000 $37.00 1,001 - 10,000 $49.25 10,001 - 100,000 $49.25 for I 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for I 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for ]sr 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME CKA f Cf61C Hop9idi-er T )PERMIT # boo - 414• (0 /Io !'? - SSA. L#.+ S. ) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention 5 Water /Sewer /Surface Water /00 is e / 000 Road/Parldng/Access / pn C 4So0 A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume Enter total fill volume Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes GRADING Plan Review and Permit Fees Approved 09.25.02 Last Revised Jan. 2006 SO cubic yards Sc cubic yards 1 $250 (1) $ e ( TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 362 l e - The Plan Review and Approval fees cover TWO reviews: I) the first review associated with the submission of the application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. (4) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 -1,000 $37.00 for 1 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for 1" 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the 1" 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1" 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Last Revised Jan. 2006 2 so $ a (6) ( 0 $ 23- (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2007 — 12.31.2007 Total Fee 0.75 $600 $5297 $5897 1 $1100 $13,242.50 $14,342.50 1.5 $2400 $26,485 $28,885 2 $2800 $42,376 $45,176 3 $4400 $84,752 $89,152 4 $7800 $132,425 $148,015 6 $12500 $264,850 $277,350 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Special Connection (TMC Title 14) E. Duwamish F. Transportation Mitigation G. Other Fees Total A through E $ /OM -- Total A through G $ DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ S 144 Wit $ ( SS ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. Approved 09.25.02 Last Revised Jan. 2006 0.75" 2.5" $300 $1,000 Temporary Meter 3 atm . 1/41/47 (10) Part A: (To Be Complete by Applicant) , Purpose of Certificate: ❑ Building Permit ❑ Preliminary Plat or PUD ❑ Other 1 4 Short Subdivision ❑ Rezone Proposed Use: g Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other 1 � //� one: Bo n ij p Sov� t Applicants Name: /OS �i��rTPY'' �m,P�S T !'IC.- Ph (ZOa),3d:)- !F,i9�3 .G+C Property Address or Approximate Location: Tax Lot Number. 1 . 3En )mac =e 7 34041:1>P0 i Legal Description(Attach Map and Legal Description if necessary): LJ-i ued 1 o4 Trot 54 , toe -618e. 2n+e.n— loarcCrackS p baOls RepIo.- k,e&S S /mtn`- ,Part B: .(To Be Complet by Sewer Agency) 1. ❑ a. Sewer Service will be provided by side sewer connection only to an existing size sewer feet from the site and the sewer system has the capacity to serve the proposed use OR liI b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) the construction of a collection system on the site; and/or Cal (3) other (describe): Deverlopcal igrtcwf /o., (4Ircodi Co le' 2. (Must be completed if 1.b above is checked) ca a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. al a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ a District Connection Charges due prior to connection: GFC: $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $4250.70 /residential equivalent, will be billed directly by IGng County after connection to . the sewer system. (Subject to change by King Co /Metro without notice.) b. Easements: ❑ Required • ❑ May be Required . CITYOFTI IWW;l c. Other. NOV . 03 ?nPh • PERMTCENTEh k k NVI ON6feMlirn " 4 � By 14816 Military Road South P.O. Box N50 Tukwila, 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF. SEWER AVAILABILITY /NON - AVAILABILITY ❑ Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability I hereby certify that the above sewer•agency information is true. This certification shall be valid for one year fr.g1he date of signat re. Title H 4 ho, se 1 9/22/06 - Wa Date ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON- AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non - Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property "), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District pr applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate of Sewer Availability/Non-Availability and this Attachment, and fully undefstand the terpss and conditions herein. Applicant's Signature . 9/9/ Date CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite I00 Tukwila, WA 98t88 Address: (poi /phi Phone: , COQ q? 0 ,ri . 3aa— This certificate Is for the purposes or aViesidentiai Building Permit ❑ ❑ Commercial/Industrial Building Permit ❑ CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district Bite address (attach map end jegal deterlptlon showing hydrant location and size of main): 3227 S. tap-PA Sr 5iob Preliminary Plat Rezone Permit Center /Building Division: 206.4)1.3 070 Public Works Department: 206 - 433 -0179 Planning Division: 206 -431 -3670 PERMIT NO.: m o I, o , I 'l +, a n if M 4r1� rm i.u„ ,r la klha „Ith IM lm6Wv a'f.+ elan OaarMF; eiA SYn',ILl wMdxV c+�`,:.� ,l urva... `ii e� a1tL � esr Address: Phone: ante: ❑ Short Subdivision ❑ Other Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant Id the s J5A5Wakt c ?bT 125 Area is served by (Water Utility District): Lt f Owner /Agent Signature ft. Date r Vitirf ki 1. The pro Is wlthln � l l �Slt. I CL 2. I.0 improvements required. N j' 121 (City /County) 3. The improvements required to upgrade the water system to bring It Into compliance with the utilities' comprehensive plan or to meet the minimum flaw” requirements of the project before connection and to meet the State cross connection control requirements: (Us• manta Masi II more MOT la needed) 4. Based upon the Improvements listed above, water can be prorg and will be available at the site with a flow of Z C° gpm at 20 psi residual for duration of 2 hours at a velocity of fps as documented by the attached calculations. Water availability: gfritcceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item 0-2 are met. ❑ System Is not capable of providing service to this project. 5. I hereby certify that the above information Is true end correct. C� IVED NOV 03 2006 � PUIITCENTER i 1 . . • Z 06 B y Date Zoe- 2 7.2 -c?s-4c7 iLyi C1 2 —WI This certificate is not valid without Water District No. 125's attachment entitled "Attachment to Certificate of Water Availability." POO (fit License Information License CHARTHI962KF Licensee Name CHARTER HOMES INC License Type CONSTRUCTION CONTRACTOR UBI 602386032 Ind. Ins. Account Id #1 Business Type CORPORATION Address 1 601 UNION STREET Address 2 SUITE 5100 City SEATTLE County KING State WA Zip 98101 Phone 2063224393 Status ACTIVE Specialty I GENERAL Specialty 2 UNUSED Effective Date 5/6/2004 Expiration Date 5/6/2008 Suspend Date Separation Date Parent Company Previous License BAYDEC'022MB Next License CAMBRPL953NE Associated License Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #1 DEVELOPERS SURETY & INDEM CO 572947C 05/05/2004 Until Cancelled $12,000.00 05/06/2004 Business Owner Information Name Role Effective Date Expiration Date LUDDEN, MARK PRESIDENT 05/06/2004 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must mamtain a surety bond or assignment of account and carry general liability insurance. https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= CHARTHI962KF 04/20/2007 x x x x x x x x x x x x x x x x x x x x x x x